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ICC Hurricane (2005) , Guidelines for Hurricane
Resistant Residential Construction, as mandated
by and incorporated by the States and Municipalities,
including Texas, Louisiana, and Florida.

'^'^-^^^^f^-^^m^ j^ ik^ ^ ^w ^^^ ^^w_y\ "y^^

2005 GUIDELINES

FOR

HURRICANE

RESISTANT

RESIDENTIAL CONSTRUCTION

INSTITUTE FOR

Business a
Home Safety

GUIDELINES

FOR

HURRICANE

RESISTANT

RESIDENTIAL CONSTRUCTION

INSTITUTE FOR

Business &
Home Safety

First Printing
December 2005

INTERNATIONAL CODE COUNCIL, INC.

PORTIONS JOINTLY COPYRIGHT © 2005 BY INTERNATIONAL CODE COUNCIL, INC.
AND INSTITUTE FOR BUSINESS AND HOME SAFETY

ALL RIGHTS RESERVED, including the right for reproduction in whole or in part in any form. For information
on permission to reproduce, please contact the ICC Business Development Division at 5360 Workman Mill Road,
Whittier, CA 90601 (Phone 888-422-7233).

It is recognized tliat a large number of alternatives are available to a designer or builder for providing wind resistance.
The provisions given are not intended to prevent the use of such alternate materials or methods permitted by Section
104.11of the 2003 International Building Code.

Neither IBHS, the ICC (owner of the copyright to SSTD 10-99 and this guideline) nor any of the reviewers make
any representation or warranty of any kind, whether expressed or implied, concerning the accuracy, completeness
and utility of any information provided in this publication and assumes no liability for use of the information. This
information should not be used without obtaining competent advice with respect to its suitability for the application
under consideration. Anyone using this information assumes all liability arising from its use.

This special printing of "Guidelines for Hurricane Resistant Residential Construction" was undertaken to
assist in the response and recovery from Hurricanes Katrina and Rita. The following organizations, listed in
alphabetical order, generously contributed to covering the costs of printing so that a number of copies could
be made available to building officials and builders in the affected areas.

American Architectural Manufacturers Association
National Concrete Masonry Association
Simpson Strong-Tie Co.
Soiutia, Inc.

IBHS would like to acknowledge the assistance of Mr. Eric Stafford in preparing this document. Without his tireless
efforts and intimate knowledge of the original document and the reference documents it would not have been possible
to prepare this set of guidelines in a timely fashion.

PREFACE

Most regions in tiie United States face windstorm threats. Hurricanes stril<e tine Gulf and Atlantic coastal states on
the average of one or more times per year, with a single storm capable of producing billions of dollars in damage.
An average of 900 tornadoes is reported in the United States annually. Currently, the average wind damage to
constructed facilities exceeds $3 billion yearly and is rising with accelerated coastal development and the migration of
people to the hurricane prone coastlines. In 2004 and 2005 wind related damage has exceeded 10 to 15 billion each
year. Much of this damage can be attributed to the inadequate resistance of non-engineered buildings to high winds.

In 1983, two of the world's prominent wind researchers, G. R. Walker (Australia) and K.J. Eaton (United Kingdom)
expressed their frustration concerning the inadequate performance of residential construction on a global scale:

"Basically, society has considered that housing does not warrant engineering analysis and design."

If property damage is to be mitigated in the high wind regions of this country, increased engineering attention must
be given to residential construction. During the 1990's and first half of the 2000's, material associations including
wood, masonry and steel together with academics, product producers, engineers and code officials were engaged in
developing guidelines and standards that applied engineering knowledge and analysis to housing. The International
Code Council legacy standard SSTD 10-99 and its predecessors were the first US standards for high wind
construction of residential structures. The ICC SSTD 10 document was based on the Standard Building Code wind
loads and are based on fastest-mile wind speeds. The SSTD 10 standard was well received by builders and building
officials in many parts of the country.

In 2001, both wood and steel associations published construction manuals and standards, respectively that deal with
high wind design with their materials. These are based on the ASCE 7 Wind Loads that are now the basis for defining
wind loads in the International Building Code (IBC) and International Residential Code (IRC).

This guideline from the Institute for Business & Home Safety (IBHS) is intended to provide a set of specifications
that it is more consistent with the IBC and ASCE 7 wind loads, wind speed maps, and conventions. This effort
was prepared as a rapid response to Hurricane Katrina in 2005 to facilitate reconstruction efforts. Consequently,
conversions have been prepared based on general relationships. The wind loads in the late 1990's editions of the
Standard Building Code are reasonably consistent with ASCE 7 design loads for building located in suburban or
forrested terrain. This guideline uses nominal adjustments of wind speeds and wind loads from the Standard Building
Code to ASCE 7 in accordance with Section 1609.3.1 of the International Building Code. Specific calculations using
the latest version of ASCE 7 were not carried out.

It is the express purpose of this updated document to provide builders and code officials with simplified guidelines
for design and construction details that will improve the structural performance of single and multifamily dwellings.
The prescriptive requirements contained herein are based on the latest engineering knowledge and are intended to
provide minimum requirements to ensure structural integrity and improve building envelope performance within the
limitations in building geometry, materials and wind climate specified. Historically, builders and code officials have
found the format of these guidelines to be relatively easy to use and understand. The 1999 edition of SSTD 10,
although dated, is referenced by the IBC and IRC and is still recognized as an acceptable alternative to an engineered
design for single and multifamily dwelling construction in many jurisdictions.

These revised guidelines have been disseminated to a number of experts for review and comment. However, the
development of the revisions has not followed a consensus process and these guidelines are not a consensus
document. The primary focus of the effort has been to provide a more contemporary set of prescriptive guidelines
while minimizing conflicts with other consensus documents that are currently recognized within the IBC and IRC
family of codes. Specifically, the AF&PA Wood Frame Construction Manual (WFCM) is a consensus document that
provides design guidance for wood frame buildings, is applicable to a much broader range of building sizes, shapes,
exposures and design wind speeds, and is specifically based on ASCE 7 wind loads. Consequently, differences
could occur between these guidelines and the WFCM. These differences are most likely the result of different
assumptions and simplifications employed for the specific design methodologies. Because of the assumptions used
to create the provisions, the user is cautioned to not pick and choose from these guidelines and the WFCM. If the
WFCM is used for the design, it should be used for all aspects of the design.

TABLE OF CONTENTS

CHAPTER 1
GENERAL REQUIREMENTS

101 GENERAL

101.1 Scope

1 01 .2 Limitations

101 .3 Integrity of Building Envelope

1 01 .4 Alternate Materials and Methods

1 01 .5 Itenns Not Addressed

1 01 .6 Design Concepts

101 .7 Alternate Prescriptive Methodologies

102 DESIGN PARAMETERS

102.1 Generic Building Geometry 2

1 02.2 Foundations 3

103 DEFINITIONS 8

104 DESIGN CRITERIA

104.1 Wind Loads 11

104.2 Other Design Loads and Assumptions 11

104.3 Design Wind Speeds and Use Factors 11

1 04.4 Exposure Categories 11

105 NONRECTANGULAR BUILDINGS

105.1 General 17

1 05.2 Wind Perpendicular to Common Wall 17

105.3 Wind Parallel to Common Wall 17

CHAPTER 2
BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS

201 SCOPE 19

202 GENERAL

202.1 Materials 19

202.2 Masonry Work, General 20

202.3 Reinforcing Steel, General 20

202.4 Cover Over Reinforcing Steel 20

202.5 Cleanout Openings 21

202.6 Grouting 21

203 FOOTINGS AND FOUNDATIONS

203.1 Design 21

203.2 Construction 21

203.3 Footing Dowels 24

204 FLOOR SYSTEMS

204.1 Concrete Slab-on-Grade 24

204.2 Suspended Concrete Slabs 24

204.3 Wood Frame Floor Systems 26

204.4 Floor Diaphragms 30

205 CONCRETE OR MASONRY WALL SYSTEMS

205.1 Thickness of Concrete or Masonry 30

205.2 Bond Beams (Tie Beams) 30

205.3 Vertical Reinforcement 32

205.4 Continuous Concrete or IVIasonry Gables 34

205.5 Exterior Shearwalls 36

205.6 Interior Shearwalls 39

205.7 Continuity of Vertical Wall Reinforcement 39

205.8 Assemblies and Beams Spanning Openings 42

206 INSULATED CONCRETE FORM (ICF) WALLS 49

207 ATTIC FLOOR OR CEILING SYSTEMS

207.1 Ceiling Framing 50

207.2 Ceiling Diaphragms 50

207.3 Diaphragm Materials 51

208 ROOF SYSTEMS

208.1 Rafter-Joist Framing Systems 57

208.2 Truss Framing Systems 57

208.3 Roof Sheathing 57

208.4 Bracing 57

208.5 Roof Diaphragm 59

208.6 Connections For Wood Roof Systems 62

209 OPEN STRUCTURES

209.1 General 66

209.2 Unenclosed Attached Structures 66

209.3 Unenclosed Portions of Main Buildings 69

209.4 Open Unattached Structures 70

210 EXTERIOR WALL VENEERS

210.1 Stucco 71

210.2 Brick Veneer 71

210.3 Vinyl Siding 71

CHAPTER 3
BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

301 SCOPE 73

302 GENERAL

302.1 Fasteners and Connectors 73

303 FOOTINGS AND FOUNDATIONS

303.1 General 73

303.2 Stemwall Foundations 74

303.3 Monolithic Slab-on-Grade Foundations 81

303.4 Wood Piles 83

304 FLOOR SYSTEMS

304.1 Concrete Floors 84

304.2 Wood Floors 84

304.3 Floor Diaphragms 85

305 WOOD-FRAMED WALL SYSTEMS

305.1 General 87

305.2 Exterior Wall Framing 89

305.3 Connections for Exterior Wall Framing 92

305.4 Exterior Sheanwalls 99

305.5 Interior Shearwalis 103

305.6 Wood Structural Panel Sheathing or Siding Used for Uplift Resistance 106

305.7 Holddown Connectors 108

306 CEILING SYSTEMS

306.1 Ceiling Framing 111

306.2 Ceiling Diaphragms Ill

306.3 Diaphragm Materials Ill

306.4 Diaphragm Alternatives 115

307 ROOF SYSTEMS

307.1 Rafter-Joist Framing Systems 118

307.2 Truss Framing Systems 118

307.3 Bracing 118

307.4 Roof Sheathing 123

307.5 Roof Diaphragm 1 24

308 OPEN STRUCTURES

308.1 General 124

308.2 Columns 125

308.3 Column Embedment 127

308.4 Column Connections 1 28

308.5 Girders 128

308.6 Roof System 128

309 EXTERIOR WALL VENEERS

309.1 Installation 128

309.2 Vinyl Siding 128

309.3 Stucco 128

CHAPTER 4

COMBINED CONCRETE, MASONRY, OR ICF AND WOOD

EXTERIOR WALL CONSTRUCTION

401 SCOPE 129

402 CONCRETE, MASONRY, OR ICF FIRST STORY, WOOD FRAME SECOND STORY 129

403 WOOD FRAME GABLE ENDWALLS ABOVE CONCRETE, MASONRY, OR ICF WALLS 129

CHAPTER 5
ROOF COVERINGS

501 ASPHALT SHINGLES 131

502 CONCRETE ROOF TILES 131

CHAPTER 6
WINDOWS AND DOOFtS

601 SCOPE 135

602 WINDOWS, DOORS AND UNIT SKYLIGHTS INSTALLED IN WALL/ROOF SYSTEMS

602.1 General 135

602.2 Design Pressure Requirements 1 35

602.3 Anciiorage Methods 138

602.4 iVIuilions Occurring Between Individual Window and Door Assemblies 138

603 PROTECTION OF GLAZED OPENINGS 138

603.1 Windborne Debris Protection 138

APPENDICES

APPENDIX A REFERENCE STANDARDS 141

APPENDIX B CODE - PLUS GUIDANCE FOR IMPROVED PERFORMANCE IN HIGH WINDS 143

APPENDIX C 144

APPENDIX D 145

APPENDIX E 146

CHAPTER 1 - GENERAL

CHAPTER 1
GENERAL REQUIREMENTS

101 GENERAL

101.1 SCOPE

The prescriptive methods presented in this standard provide wind resistant designs and construction details for one-
and two-story residential buildings of conventional wood-framed construction, and one-, two-, and three-story residen-
tial buildings of conventional concrete or masonry construction sited in high wind regions.

101.2 LIMITATIONS

101.2.1 The provisions of this standard are directed toward ensuring structural integrity for resisting wind loads. They
do not address requirements for earthquake loads, flood loads or gravity loads, or any other, possibly more
stringent, design considerations. Where specific construction requirements are not given, appropriate requirements
of the International Residential Code shall prevail. Provisions contained in this guideline are based on an enclosed
building condition.

101.2.2 For buildings outside the range of design parameters, design load criteria, and materials and methods of con-
struction set forth in this standard, the design shall be structurally reviewed for wind resistance by a registered engi-
neer or architect when required by the building official.

101.3 INTEGRITY OF BUILDING ENVELOPE

Individual elements of a building not in strict compliance with or addressed by this standard may be engineered with-
out requiring engineering for the entire building. Elements which maintain the structural integrity of the building enve-
lope shall comply with Chapter 6. Windows and doors that are not addressed in Chapter 6 shall be designed
for components and cladding loads of Section 1609 of the International Building Code.

101.4 ALTERNATE MATERIALS AND METHODS

It is recognized that a large number of alternatives are available to a designer for providing wind resistance. The pro-
visions given are not intended to prevent the use of such alternate materials or methods permitted by Section 104.11
of the International Building Code.

101.5 ITEMS NOT ADDRESSED

Elements and assemblies not specifically addressed by this standard shall be designed in accordance with Section
1609 of the International Building Code.

101.6 DESIGN CONCEPTS

101.6.1 Roofs, Ceilings, and Suspended Floors: These are designed as diaphragms to receive lateral loads from
exterior walls (assuming the wind blows from any direction) and to transfer those loads to diaphragm edges where
they will be resisted by shearwalls.

101.6.2 Exterior Walls: These are designed to resist wind forces and transfer the lateral loads to diaphragms and to
the ground. Exterior walls and foundations are designed to restrain uplift loads received from the roof by means of
connected dead loads.

101.7 ALTERNATE PRESCRIPTIVE METHODOLOGIES

101.7.1 Prescriptive manuals referenced by the International Residential Code:

1. ANSI/AF&PA WFCM-2001 "Wood Frame Construction Manual for One- and Two-Family Dwellings.

2. ANSI/COS/PM 2001 Standard for Cold-Formed Steel Framing- Prescriptive Method for One- and Two-Family
Dwellings.

CHAPTER 1 - GENERAL

102 DESIGN PARAMETERS

102.1 GENERIC BUILDING GEOMETRY

The provisions of tiiis Hurricane Resistant Residential Construction Standard apply to one- and two-story, wood
framed, concrete, masonry and insulated concrete form (ICF) walled residential buildings having the geometry shown
in Figures 102A and 102B and three-story concrete or masonry residential buildings having the geometry shown in
Figure 102C. They include buildings on pile, stemwall, and slab foundations. They apply to buildings having rectangu-
lar and nonrectangular (Section 105) plan shapes and meeting the following requirements:

1. The building widths are 12'-0" to 60'-0" for one-story buildings and 18'-0" to 60'-0" for two-story buildings.
Building widths are 18'-0" to 60'-0" for three-story concrete or masonry buildings.

2. The maximum building lengths are 3W for wind speeds lOOmph and less, 2.5W for wind speeds 120 mph
and less, and 2W for wind speeds 140 mph and less.

3. The laterally unsupported floor-to-ceiling height (sidewall height) of each story is limited to a maximum of 20'-0"
for concrete or masonry construction and a maximum of lO'-O" for wood-framed and insulated concrete form (ICF)
wall construction. Ceiling height for the first story need not be the same as the second story. Maximum eave
height shall be 30' -0" above grade.

4. The roof shape shall be gabled or hipped. Roof framing may be either rafters or metal plate connected wood
trusses. Roof slopes shall be as follows:

Wall Construction Type

Building Geometry

Allowable Roof Slope

Concrete, Masonry, or ICF

Enclosed Building

10° (2:12) -45° (12:12)

Wood

Enclosed Building

10° (2:12) -30° (7:12)

Concrete, Masonry, or ICF

Unenclosed Portions of Building

10° (2:12) -45° (12:12)

Wood

Unenclosed Portions of Building

10° (2:12) -30° (7:12)

Concrete, Masonry, or ICF

Unenclosed Attached Structures

0° (flat) -30° (7:1 2)

Concrete, Masonry, or ICF

Open Unattactied Structures

0° (flat) -25° (6.6:12)

Wood

Open Structures on Plies

5° (1:1 2) -25° (6.6:1 2)

Wood

Unenclosed Attached Structures

5° (1:12) -25° (6.6:12)

Wood

Open Unattached Structures

5° (1:12) -25° (6.6:12)

5. Eaves at sidewalls may project 4'-0" maximum. Eaves at gable endwalls may project I'-O" maximum. Eaves of
hipped roofs at endwalls may project 4'-0" maximum.

6. Open structures (carports, porches, and canopies) shall be considered as in one of the three following cate-
gories:

1. Unenclosed - Attached

(Attached to Building, Three Sides Open):

MWFRS

COMP. & CLADDING

Y < L/2: GCp

= -1.0

Y>L/2:GCp

= -1.54

Use Coefficients for
"Open" Buildings in
ASCE7

CHAPTER 1 - GENERAL

2. Unenclosed Portions of Building

(Two Sides Open):

MWFRS

Use Coefficients for
"Partially Enclosed"
Buildings in ASCE 7

COMP. &
CLADDING

Use Coefficients for
"Partially Enclosed"
Buildings in ASCE 7

3. Open-Unattached

(Free Standing, Separated from Building at a distance
greater tlian or equal to 3 feet, All Sides Open):

■ SEPARATION >3FT.
IS REQUIRED TO
CONSIDER THE
STRUCTURE UNATTACHED

MWFRS

Use Coefficients for
"Open" Buildings in
ASCE 7

COMP. &
CLADDING

Use Coefficients for
"Open" Buildings in
ASCE 7

102.2 FOUNDATIONS

102.2.1 The requirements of this standard apply to buildings supported on the types of foundations shown in Figures
102A, 102Band102C:

1 . monolithic slab-on-grade,

2. foundation walls supported on cast-in-place concrete footings, and

3. piles.

102.2.2 Stemwall foundation height shall not exceed 3'-0" from finished grade to top of concrete or masonry.
EXCEPTION: For slab-on-grade floors, foundation wall height may exceed 3'-0" provided:

1. The foundation wall or walls do not exceed 8'-0" in height (See 102.2.2 and International Residential
Code, Section R404); and

2. A bond beam complying with 205.2 is provided; and

3. The foundation wall or walls comply with R404 of the International Residential Code; and

4. Vertical reinforcement terminates in the bond beam in accordance with 205.7.2 of this standard; and

5. The top of the wall is keyed to the slab by:

a. Providing 6x6 W1 .4 x W1 .4 welded wire fabric extending 10'-0" into the slab and 6" into the bond beam;
or,

b. Providing No. 3 minimum reinforcing steel at 4'-0" o.c. hooked into the bond beam, and extending lO'-O".
into the slab.

CHAPTER 1 -GENERAL

102.2.3 Buildings located within a Coastal High Hazard Area (V Zone as defined by the community's Flood Insurance
Rate Map) must be elevated so that the bottom of the building's lowest horizontal structural member is at or above
the base flood elevation. Buildings located within a Special Flood Hazard Area (A Zone) must be elevated so that the
top of the building's lowest floor is at or above the base flood elevation.

102.2.4 Buildings located within V Zone shall be of pile construction and the foundation shall be structurally designed
by a registered design professional so that the building and its foundation are anchored to resist flotation,
collapse or lateral movement due to the effects of wind and water loads acting simultaneously on all building
components. The foundation should be either kept free of obstruction or enclosed in a manner that complies with
the breakaway wall requirements of the National Flood Insurance Program.

102.2.5 Buildings located within the coastal A Zone and constructed on foundation walls that have fully enclosed areas
below the lowest floor that are subject to flooding shall be designed to automatically equalize hydrostatic forces on
exterior walls by allowing for the entry and exit of floodwaters in accordance with ASCE 24. Designs for meeting this
requirement shall either be certified by a registered design professional or meet or exceed the following minimum
criteria: a minimum of two openings having a total net free area of not less than one square inch for every square foot
of enclosed aread subject to flooding shall be provided. The bottom of all openings shall be no higher than one
foot above finished grade. Openings may be equipped with screens, louvers, valves, or other coverings or devices
provided that they permit the automatic entry and exit of floodwaters.

102.2.6 Flood loads shall be calculated in accordance with Chapter 5 of ASCE 7

102.2.7 Flood-resistant construction shall be in accordance with Section R323 of the International Residential Code.

CHAPTER 1 - GENERAL

OVERHANG VARIES
0'TO4'fTYP.)-

STEMWALL FOUNDATION
WITH CRAWL SPACE

STEMWALL FOUNDATION
WITH SLAB-ON-GRADE

ROOF SLOPE FOR WOOD
FRAMED CONSTRUCTION
VARIES 1tf- 3Cf(2:12 - 7:12)
(TYP.)

ROOF SLOPE FOR CONC. OR
MASONRY CONSTRUCTION
VARIES Itf- 4^(2:12-12:12)
(TYP.)

BUILDING WIDTH VARIES 12' TO 60!

MONOLITHIC SLAB-ON-GRADE FOUNDATION

PILE FOUNDATION
TO BE DESIGNED
BY REGISTERED
DESIGN

PROFESSIONAL.
SEE SECTIONS
102 AND 303.4

PILE FOUNDATION

FIGURE 102A
ONE-STORY BUILDING GEOMETRY

CHAPTER 1 - GENERAL

STEMWALL FOUNDATION
WITH CRAWL SPACE

VARIES 18' TO 60' fTYP.)

MONOLITHIC SLAB-ON-GRADE FOUNDATION

STEMWALL FOUNDATION
WITH SLAB-ON-GRADE

PILE FOUNDATION
TO BE DESIGNED
BY REGISTERED
DESIGN

PROFESSIONAL.
SEE SECTIONS
102 AND 303.4

PILE FOUNDATION

FIGURE 102B
TWO-STORY BUILDING GEOMETRY

CHAPTER 1 - GENERAL

STEMWALL FOUNDATION
WITH CRAWL SPACE

VARIES 18' TO 60' (TYP.)

MONOLITHIC SLAB-ON-GRADE FOUNDATION

STEMWALL FOUNDATION
WITH SLAB-ON-GRADE

FIGURE 102C
THREE-STORY CONCRETE OR MASONRY BUILDING

CHAPTER 1 - GENERAL

103 DEFINITIONS

103.1 The following words and terms used in this standard shall have the meaning set forth herein:

APPROVED - approved by the building official or other authority having jurisdiction.

AVERAGE GRADE - a reference plane representing the average of finished ground level adjoining the building at all
exterior walls. When the finished ground level slopes away from the exterior walls, the reference plane shall be estab-
lished by the lowest points within the area between the building and the lot line or between the building and a point 6
ft (1829 mm) from the building, whichever is closer to the building.

BLOCKED DIAPHRAGM - a diaphragm where all adjoining panel edges occur over framing or lightweight nailers
(usually 2 x 4's) or other primary structural supports for the specific purpose of connecting the edges of the panels.
This "blocking" is provided to allow connections of panels at all edges for better shear transfer.

BOND BEAM - one or more courses of masonry units grouted solid, cast-in-place concrete, or composite
precast/cast-in-place concrete, reinforced with longitudinal reinforcement.

BUILDING LENGTH (L) - the dimension of exterior walls parallel to the roof ridge and perpendicular to the span of
roof rafters or trusses (See Figure 103A).

BUILDING WIDTH (W) - the dimension of exterior walls perpendicular to the roof ridge and parallel to the span of roof
rafters or trusses (See Figure 103A).

END WALL

ROOF SYSTEM
RIDGE

SIDE WALL

FOUNDATION

FIGURE 103A
BUILDING NOMENCLATURE

CEILING HEIGHT - nominal distance measured at the sidewall between top of floor and bottom surface of ceiling
above that is directly attached to roof/floor framing system (See Figure 103A).

CONCRETE COVER - protective covering of concrete over reinforcing steel.

CONTINUOUS (REINFORCING STEEL) - refers to lengths of reinforcing steel spliced together to act as a single unit,
providing an uninterrupted connection capable of developing the full strength of the bar.

DESIGN WIND SPEED - basic wind speed in mph (3 sec. gust) given in Figure 104A or as specified by the building
official or other authority having jurisdiction.

CHAPTER 1 - GENERAL

DRAG STRUT - a structural member that transfers axial loads between adjacent shear resisting elements. Bond
beams, top plates, joists, girders, and truss chords may be used as drag struts, provided connections at each end of
the drag strut are capable of transferring loads (See Section 105).

ENDWALL - exterior wall of a building perpendicular to the roof ridge and parallel to roof rafters or trusses (See
Figure 103A).

FACE SHELL - side wall of a hollow masonry unit.

GROUP II, III, and IV WOOD SPECIES - classifications of wood species by specific gravity for the purpose of fasten-
ing design. Specific gravities of various species are provided in the American Forest and Paper Association's
(AF&PA) National Design Specification for Wood Construction.

Group II Species: species with a specific gravity of 0.49 or greater (Douglas Fir, Southern Pine, etc.)

Group III Species: species with a specific gravity of 0.42 or greater and less than 0.49 (Hem Fir, Spruce Pine
Fir, etc.).

Group IV Species: species with a specific gravity less than 0.42 (California Redwood, Western Cedars, etc.)
GROUT - a mixture of cementitious material and aggregate to which water is added to provide desired slump.

COARSE GROUT - a mixture of portland cement, sand, pea gravel and water.

FINE GROUT - a mixture of portland cement, sand and water.

HEADER - see LINTEL.

INSULATED CONCRETE FORM (ICF) - a concrete forming system using stay-in-place forms of rigid foam plastic
insulation, a hybrid of cement and foam insulation, a hybrid of cement and wood chips, or other insulating material for
constructing cast-in-place concrete walls.

INTERIOR SHEARWALL - a shearwall located in the interior of the building; i.e., not an endwall or sidewalk

LINTEL - a beam placed over an opening in a wall.

MASONRY - a form of construction composed of concrete masonry units or clay masonry units laid up unit by unit
and set in mortar.

MASONRY COVER - protective covering for reinforcement consisting of masonry units, grout, or mortar or a combi-
nation thereof.

MEAN ROOF HEIGHT - the distance from average grade to the average roof elevation (See Figures 102A, 102B and
102C).

OVERHANG - projection of roof beyond wall below.

EAVE OVERHANG - projection of roof beyond sidewalk

RAKE OVERHANG - projection of roof beyond gable endwall.

RUNNING BOND - the placement of masonry units such that head joints in successive courses are horizontally offset
at least one quarter of the unit length.

STACK BOND - the placement of masonry units in a bond pattern such that head joints in successive courses are
vertically aligned. For the purpose of this standard, requirements for stack bond shall apply to all masonry laid in
other than running bond.

CHAPTER 1 - GENERAL

SHEARWALL PIER - portion of a shearwall segment adjacent to and equal in Ineight to the opening with the shortest
height on either side of the shearwall segment (See Figure 205K).

SHEARWALL SEGMENT - portion of a shearwall between openings extending between horizontal diaphragms
and/or floor designed to resist in-plane shear (shear parallel to the wall) (See Figures 205K and 305M).

SIDEWALL - exterior wall of a building parallel to the roof ridge and perpendicular to main roof rafters or trusses (See
Figure 103A).

STANDARD 90 DEGREE HOOK - reinforcing steel which ends in a 90 degree bend plus extension of at least 12-bar
diameters beyond the bend. [Extension (leg) = 10" for No. 5 bars, 14" for No. 7 bars, and 6" for No. 3 bars].

J3
CM

-POINT OF TANGENCY

_L_

STANDARD 90 DEGREE HOOK

STANDARD 180 DEGREE HOOK - reinforcing steel which ends in a 180-degree bend plus a minimum extension of
4-bar diameters or 2-1/2 inches, whichever is greater.

POINT OF TANGENCY

■4dbBUT NOT LESS
THAN 2 1/2"

STANDARD 180 DEGREE HOOK

STORY - the portion of a building included between the upper surface of a floor and upper surface of the roof or floor
above.

SYNTHETIC FIBER REINFORCING - synthetic fibers specifically manufactured for concrete, per ACI 544.1 R-82.
Fibers shall be certified as a suitable replacement for welded wire fabric with the manufacturer's appropriate support-
ing test data, including ASTM C 1018-85 (flexural toughness test), ASTf\/l C 78-84 (flexural strength). Static Load Test
(comparing the flexural capacity and deflections of concrete slabs) and ASTM C 496-86 (splitting tensile strength).
Fiber lengths shall be 1/2" to 2". Dosage amounts shall be from 0.75 to 1.5 pounds per cubic yard, as recommended
by the fiber manufacturer.

WOOD STRUCTURAL PANEL - a structural panel product composed primarily of wood and meeting the require-
ments of DOC PS 1 or DOC PS 2. Wood structural panels include all-veneer plywood, composite panels containing a
combination of veneer and wood-based material, and mat-formed panels such as oriented strand board and wafer-
board.

WYTHE - each continuous vertical section of a masonry wall one masonry unit in thickness.

CHAPTER 1 - GENERAL
104 DESIGN CRITERIA

104.1 WIND LOADS

The loads used in the design of the various structural systems and elements of the buildings are separated into:

1. the overall (or global) forces used in the design of the MAIN WIND FORCE RESISTING SYSTEMS (MWFRS),
and

2. those loads appropriate for the design of fasteners, cladding and elements of the building which must resist the
much higher loadings induced over relatively small areas. The latter loads are designated COMPONENT AND
CLADDING Loads (C&C).

104.2 OTHER DESIGN LOADS AND ASSUMPTIONS

See Appendix B.

104.3 DESIGN WIND SPEEDS AND USE FACTORS

This guideline provides prescriptive requirements and other details of construction for buildings sited in three wind cli-
mates: 100, 120 and 140 mph. The appropriate minimum design wind speed to be selected for a particular geographi-
cal location shall be based on the WIND SPEED MAP given in Figure 104A or as specified by the authority having
jurisdiction. In developing the provisions of the guideline, a USE FACTOR of 1 .0 was used throughout.

104.4 EXPOSURE CATEGORIES

The prescriptive details provided in this standard are based on the building being located in Exposure Category B
(See definitions of Exposures below). Buildings located in areas that qualify as Exposure Categories C or D shall be
designed in accordance with the International Building Code.

EXCEPTION: When applicable, the prescriptive standards referenced in Section 101.7 shall be permitted.

Exposure B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions
having the size of single-family dwellings or larger. Exposure B shall be assumed unless the site meets the definition
of another type of exposure.

Exposure C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having
heights generally less than 30 feet (9144 mm) extending more than 1,500 feet (457.2 m) from the building site in any
quadrant. This exposure shall also apply to any building located within Exposure B-type terrain where the building is
directly adjacent to open areas of Exposure C-type terrain in any quadrant for a distance of more than 600 feet
(182.9 m). This category includes flat open country, grasslands and shorelines in hurricane-prone regions.

Exposure D. Flat, unobstructed areas exposed to wind over open water (excluding shorelines in hurricane-prone
regions) for a distance of at least 1 mile (1 .61 km). Shorelines in Exposure D include inland watenways, the Great
Lakes and coastal areas of California, Oregon, Washington and Alaska. This exposure shall apply only to those
buildings and other structures exposed to the wind coming from over the water. Exposure D extends inland from the
shoreline a distance of 1,500 feet (460 m) or 10 times the height of the building or structure, whichever is greater.

148 -142

FIGURE 104A
BASIC WIND SPEED (3-SECOND GUST)

90(40)
100(45) // 130(58)
110(49) 120(54)

90(40)
100(45)

130(58)
140(63)

150(67)

Location
Hawaii
Puerto Rico
Guam

Virgin Islands
American Samoa

V mph (m/s)
105 (47)

145
170
145
125

(65)
(76)
(65)
(56)

FIGURE 104A- continued
BASIC WIND SPEED (3-SECOND GUST)

100(45) // 130(58)
110(49)120(54)

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.

2. Linear interpolation between wind contours is
permitted.

Islands and coastal areas outside the last
contour shall use the last wind speed contour
of the coastal area.
Mountainous terrain, gorges, ocean
promontories, and special wind regions shall
be examined for unusual wind conditions.

FIGURE 104A - continued

BASIC WIND SPEED (3-SECOND GUST)

WESTERN GULF OF MEXICO HURRICANE COASTLINE

90(40)

100(45)

110(49)

120(54)
130(58)

,130(58)
.140(63)

Special Wind Region

Notes:

1. Values are nominal design 3-second gust wind
speeds in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.
Linear interpolation between wind contours Is
permitted.

150(67)

FIGURE 104A-continued

BASIC WIND SPEED (3-SECOND GUST)

EASTERN GULF OF MEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE

liijiii Special Wind Region

Notes:

1. Vaiues are nominal design 3-second gust wind
speeds in miles per hour (m/s) at 33 ft (10 m)
above ground for Exposure C category.

2. Linear interpolation between wind contours is
pennitted.

3. islands and coastal areas outside the last
contour shall use the last wind speed contour
of the coastal area.

4. Mountainous terrain, gorges, ocean
promontories, and special wind regions shall
be examined for unusual wind conditions.

FIGURE 104A- continued

BASIC WIND SPEED (3-SECOND GUST)

MID AND NORTHERN ATLANTIC HURRICANE COASTLINE

CHAPTER 1 - GENERAL

105 NONRECTANGULAR BUILDINGS

105.1 GENERAL

Rectangular elements of nonrectangular buildings shall be considered separate buildings for purposes of determining
shearwali requirements (See 205.5 and 305.4).

Walls may be offset by a maximum of 4 ft (such as for projecting bays, inset porches, or other irregular shapes) with-
out requiring additional shearwalls or additional drag struts for the transference of lateral loads.

105.2 WIND PERPENDICULAR TO COMMON WALL

Length of the required shearwali is M, as illustrated. This length of shearwali shall be located in the "main building."

M = length of sheanwall
required for
main building

105.3 WIND PARALLEL TO COMMON WALL

M is the length of shearwali required for each sidewall of the main building. L is the length of shearwali required for
each endwail of the building leg. L for the common wall shall be added to M for the same wall. This total shearwali, or
shearwali segment length, may be located anywhere in the length of the main building wall if a drag strut (See
Definitions) is provided across any open spaces or other non-shean«all segments in the common wall.

M = length of shearwali
required for
main building

L = length of shearwali
required for
building leg

^MH.

DRAG STRUT IN
COMMON WALL

MAIN

BUILDING

N
D

CHAPTER 1 - GENERAL

MASONRY - CHAPTER 2

CHAPTER 2
BUILDINGS WITH CONCRETE OR MASONRY EXTERIOR WALLS

201 SCOPE

This chapter prescribes construction requirements for buildings where all exterior walls above the foundation are
concrete or masonry and where the building meets the parameters and requirements of Chapter 1 . Interior walls
and partitions may be concrete, masonry, wood framed, or any other approved construction.

Where figures show masonry units for walls, concrete or ICF walls shall be permitted. Where the nominal dimensions
of 6 inches thick and 8 inches thick are used for masonry units, the equivalent dimensions for concrete and flat ICF
walls shall be permitted to be 5.5 inches and 7.5 inches, respectively. Other ICF walls shall be dimensioned in accor-
dance with 206.

202 GENERAL

202.1 MATERIALS

202.1.1 Masonry Units

1 . Concrete masonry units shall be hollow or solid unit masonry in accordance with ASTM C 90 and shall have a
minimum net area compressive strength of 1900 psi when using Type M or S mortar or a minimum net area com-
pressive strength of 2150 psi when using Type N mortar.

2. Clay masonry units shall be 6 inches thick, shall be in accordance with ASTM C 62, C 216, or C 652 Class
H40V, and shall have a minimum net area compressive strength of 4400 psi when using Type iVI or 8 mortar or a
minimum net area compressive strength of 5500 psi when using Type N mortar.

202.1.2 Mortar: Mortar shall be either Type M, S or N in accordance with ASTM C 270.

202.1.3 Grout: The grout shall have a maximum coarse aggregate size of 3/8 inch placed at an 8 to 11 -inch slump
and have a minimum specified compressive strength of 2000 psi at 28 days when tested in accordance with ASTM C
1019, or shall be in accordance with ASTM C 476. Grout shall be placed in maximum 5 foot lifts and properly consolidated.

202.1.4 Concrete

202.1.4.1 Concrete shall have a minimum specified compressive strength of 2500 psi at 28 days.

202.1.4.2 Concrete containing reinforcement that will be exposed to chlorides from deicing chemicals, salts, salt
water, brackish water, sea wafer, or spray from these sources shall meet the durability requirements in Section 1904
of the International Building Code.

202.1.4.3 Concrete for insulated concrete form (ICF) walls in accordance with Section 206 shall have a maximum
slump not greater than 6 inches (152 mm) as determined in accordance with ASTM C 143. The maximum aggregate
size shall not be larger than 3/4 inch (19 mm).

EXCEPTION: Concrete mixes conforming to the ICF manufacturer's recommendations.

202.1.5 Reinforcing steel: The reinforcing steel shall be minimum Grade 40 and identified in accordance with ASTM
A615, A 616, A 617, or A 706.

202.1.6 Metal Accessories: Joint reinforcement, anchors, ties, and wire fabric shall conform to the following standards:

1 . ASTM A 82 for joint reinforcement and wire anchors and ties.

2. ASTM A 36 for plate, headed and bent bar anchors.

3. ASTM A 366 for sheet metal anchors and ties.

202.1.7 Galvanization: Metal accessories for use in exterior wall construction and not directly exposed to the weath-
er shall be galvanized in accordance with ASTM A 153, Class B-2. Metal accessories for use in interior wall construc-
tion shall be mill galvanized in accordance with ASTM A 641 , Class 1 .

202.1.8 Fasteners and Connectors

This standard contains figures showing connectors. The connectors are shown for illustrative purpos-
es only. The illustration of the connectors is not intended to endorse any connector manufacturer. In
order to choose the appropriate connector please check with the connector manufacturer.

202.1.8.1 A continuous load path between foundations, walls, and roofs shall be provided. Approved connectors,
anchors and other fastening devices shall be installed in accordance with the manufacturer's recommendations. Where
fasteners are not othen/vise specified in this standard, fasteners shall be provided in accordance with Table R607.3(1)
of the International Residential Code. Nails, screws, or bolts shall be able to resist the forces described in this standard.
Screws shall comply with requirements contained in the National Design Specifications for Wood Construction.

MASONRY - CHAPTER 2

202.1.8.2 Unless otherwise stated, sizes given for nails are common wire nails. For example, 8d = 2 1/2 inches long x
0.1 31 -inch diameter (See Table 12.3B, Columns 2, 3, and 4, in the National Design Specifications for Wood
Construction).

202.1.8.3 Metal plates, connectors, screws, bolts and nails exposed directly to the weather, subject to salt corrosion
in coastal areas, as determined by the building official, or in contact with treated wood shall be stainless steel, hot
dipped galvanized after the fastener or connector is fabricated to form a zinc coating not less than 1 oz per sq ft, or hot
dipped galvanized with a minimum coating of 1 .8 oz per sq ft of steel meeting the requirements of ASTM A90 (Triple Spot Test).

202.2 MASONRY WORK, GENERAL

202.2.1 Ail mortar joints for hollow unit masonry shall extend the full width of face shells. Mortar joints for solid
masonry shall be full head and bed joints.

202.2.2 Bed joints shall be 3/8 inch (± 1/8 inch) thick. Head joints shall be 3/8 inch (+ 3/8 inch or -1/4 inch) thicl<.

202.2.3 The bed joint of the starting course placed over footings shall be permitted to vary in thickness from a mini-
mum of 1/4 inch to a maximum of 3/4 inch.

202.2.4 Masonry walls shall be running bond or stack bond construction. When masonry units are laid in stack bond,
9-gage (minimum) horizontal joint reinforcement, in addition to required vertical reinforcement, shall be placed in bed
joints at not more than 1 6 inches on center.

202.2.5 Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of
5/8 inch when exposed to earth or weather and 1/2 inch when not exposed to earth or weather.

202.3 REINFORCING STEEL, GENERAL

202.3.1 Reinforcing steel shall be No. 5 bars.
EXCEPTIONS:

1 . Where two No. 5 bars are required within the same grouted masonry cell or bond beam, one No. 7 bar may be
substituted.

2. Insulated concrete form (ICF) walls reinforced in accordance with Section 206.

202.3.2 When two bars are required in the same cell or bond beam, they may be bundled.

202.3.3 Splices shall be lap splices.

1 . Non-contact lap splices may be used provided reinforcing bars are not spaced farther apart than 3 inches for
No. 3 bars, 4 inches for No. 4 bars, 5 inches for No. 5 bars and 7 inches for No. 7 bars.

2. Splice lengths for Grade 40 steel shall be a minimum of 1 5 inches for No. 3 bars, 20 inches for No. 4 bars, 25
inches for No. 5 bars and 35 inches for No. 7 bars (40 bar diameters). Where Grade 60 steel is substituted for
Grade 40 steel, the lap lengths for Grade 40 steel may be used. Splices of a No. 5 bar with one No. 7 bar shall be
a minimum of 25 inches, and two No. 5 bars with one No. 7 bar shall be a minimum of 35 inches.

202.3.4 Reinforcement may be bent in the shop or in the field provided:

1 . All reinforcement shall be bent cold;

2. The diameter of the bend, measured on the inside of the bar, is not less than six-bar diameters; and

3. Reinforcement partially embedded in concrete shall not be field bent.

EXCEPTION: Where bending is necessary to align dowel bars with a vertical cell, bars partially embedded in
concrete shall be permitted to be bent at a slope of not more than 1 inch of horizontal displacement to 6 inches
of vertical bar length.

202.4 COVER OVER REINFORCING STEEL

202.4.1 For foundations, minimum concrete cover over reinforcing bars shall be:

3 inches in foundations where the concrete is cast against and permanently in contact with the earth; or,
1 1/2 inches for No. 5 and smaller bars and 2 inches for No. 6 and larger bars where concrete is formed and will be
exposed to the earth or weather. In narrow footings where insufficient width is available to accommodate a stan-
dard 90-degree hook and provide the required concrete cover, the hook shall be rotated in the horizontal direction
until the required concrete cover is achieved.

202.4.2 Where concrete is not exposed to weather, the minimum concrete cover for reinforcing shall be 1 1/2 inches
regardless of bar size.

EXCEPTION: Where insulated concrete forms are used and the form remains in place as cover for the concrete,
the minimum concrete cover for the reinforcing steel is permitted to be reduced to 3/4 inches.

202.4.3 Where concrete is exposed to weather, the minimum concrete cover for reinforcing shall be:
1.1 1/2 inches for No. 5 bars and smaller,

2. 2 inches for No. 6 bars and larger.

EXCEPTION: Where insulated concrete forms are used and the form remains in place as cover for the con-
crete, the minimum concrete cover for the reinforcing steel is permitted to be reduced to 3/4 inches.

202.4.4 Reinforcing bars embedded in grouted masonry cells shall have a minimum clear distance of 1/4 inch for fine
grout or 1/2 inch for coarse grout between reinforcing bars and any face of a cell.

MASONRY - CHAPTER 2

202.4.5 Reinforcing bars used in masonry walls shall have a masonry cover (including grout) of not less than
1 . 2 inches for masonry units with face exposed to earth or weather.
2. 1 1/2 inch for masonry units not exposed to earth or weather.

202.5 CLEANOUT OPENINGS (MASONRY)

202.5.1 Cleanout openings shall be provided for cells containing spliced reinforcement when the grout pour exceeds
5 feet in height.

EXCEPTION: Cleanout openings are not required in cells containing vertical reinforcement where footing dowels
are not required by 203.3.1, provided vertical wall reinforcement from above reaches within 12 inches of the floor
slab below.

202.5.2 Where cleanout openings are required, an opening shall be provided in the bottom course of the masonry cell
to be filled.

202.5.3 Cleanout openings shall have a minimum area of 12 square inches and a minimum opening dimension of 3
inches.

202.6 GROUTING (MASONRY)

202.6.1 Masonry protrusions extending 1/2 inch or more into cells or cavities to be grouted shall be removed for grout
pours over 5 ft.

202.6.2 Spaces to be grouted shall be free of mortar droppings, debris, loose aggregates, and any material deleteri-
ous to masonry grout.

202.6.3 All cells containing reinforcement or anchor bolts shall be grouted solid.

203 FOOTINGS AND FOUNDATIONS

203.1 DESIGN

203.1.1 All exterior walls, bearing walls, and columns shall be supported on concrete footings of sufficient design to
support safely the loads imposed as determined from the character of the soil. Minimum sizes for footings shall be as
set forth in Table 203A (Refer to Figures 203B-E for typical foundation details). Monolithic slab-on-grade interior foun-
dations may be used in conjunction with stemwall exterior foundations.

203.2 CONSTRUCTION

203.2.1 Footings shall be level or shall be stepped so that both top and bottom of such footings are level. The bottom
of all footings, except monolithic slab-on-grade interior footings, shall be a minimum of 12" below finished ground line.

203.2.2 Except for monolithic slab-on-grade foundations, all exterior footings shall be at least 4 inches wider on each
side than the wall resting on the footing.

203.2.3 The outer bar of foundation steel shall be continuous around corners using corner bars or by bending the bar
in accordance with 202.3.4. In both cases, the minimum bar lap shall be 25 inches.

203.2.4 Foundation stemwalls shall be as thick or thicker than the wall supported above, but in no case less than 8"
thick, and shall have the same vertical reinforcing as the wall above.

MASONRY -CHAPTER 2

TABLE 203A
MINIMUM DIMENSIONS AND REINFORCEMENT FOR FOOTINGS^

Foundation

Load
Condition

Footing Height
T"

Footing

Bottom

Width

Minimum
Reinforcement ^

Stemwall Footings^'^

One Story
Two and Three Stories

8"
10"

16"

2 No. 5
2 No. 5

IVIonolithic Slab-on-Grade Exterior Footings

One Story

Two and Three Stories
Wood Floor

16"
16"

12"

16"

2 No. 5
2 No. 5

Two and Three Stories
Hollowcore Floor

16"

18"

2 No. 5

l\Aonolithic Slab-on-Grade Interior Footings

One Story

Two and Three Stories
Wood Floor

8"
8"

12"

16"

2 No. 5
2 No. 5

Two and Three Stories
Hollowcore Floor

16"

2 No. 5

NOTES TO TABLE 203A:

1 . Footing sizes are based on uplift requirements. See also 203.1 .

2. Specified footing dimensions are for exterior and interior footings.

3. For nonloadbearing interior concrete or masonry walls. Use the same size for interior footing as required for a one-story building. Interior footings are not
required for nonloadbearing frame walls.

4. Thickness (T) includes slab at monolithic foundations.

25" LAP MIN.

-1#5 DOWEL IN CORNER

!r-

-1#5 DOWEL

FIGURE 203B
CONTINUITY OF FOOTING AND FOUNDATION WALL REINFORCEMENT

MASONRY - CHAPTER 2

25" DOWEL LAP MIN.

1#5 OR 2#5
IN GROUTED CELL
(PROVIDE FOOTING
DOWELS TO MATCH)

CONCRETE SLAB

DOWEL. EMBEDMENT

SEE 203.3.2

2#5 CONTINUOUS

3" MIN. COVER
ON REINFORCEMENT
(1 1/2" IF FORMED
SURFACE)

CONCRETE SLAB

FLOATING SLAB

HEADER BLOCK

FIGURE 203C
STEMWALL FOUNDATION WITH SLAB-ON-GRADE

MASONRY-
WALL

#5WALLREINF.
WITH DOWEL TO
BOND BEAM -

K4° MIN.

WOOD FLOOR SYSTEM

-2x4 (MIN.) PLATE
w/ 1/2" A.B. @ 6'-0"o.c.
-BOND BEAM

MIN. ^

<■"*.

-2#5CONT

-3" MIN. COVER

-DOWEL EMBEDMENT
SEE 203.3.2

FIGURE 203D
STEMWALL FOUNDATION WITH WOOD-FRAMED FLOOR

MASONRY -CHAPTER 2

#5 DOWEL-
w/ STANDARD
HOOK

2#5 CONTINUOUS
3" MIN. COVER

DOWEL EMBEDMENT
SEE 203.3.2

2#5 CONTINUOUS
3" MIN. COVER

EXTERIOR WALL

INTERIOR WALL

FIGURE 203E
MONOLITHIC SLAB-ON-GRADE FOUNDATION

203.3 FOOTING DOWELS

203.3.1 Footing dowel bars shall be provided for all required vertical wall reinforcement in the following locations:

1 . At all corners,

2. At each side of each opening for concrete and masonry walls more than 6'-0" wide and for insulated concrete
form (ICF) walls more than 4'-0" wide,

3. At each end of each shearwall segment,

4. At other required vertical wall reinforcement of buildings which are located where the Basic Wind Speed is 120
mph - 140 mph,

5. At other required vertical wall reinforcement in walls of buildings wider than 40 feet and which are located in
where the Basic Wind Speed is 110 mph - 120 mph,

6. At required vertical reinforcement in exterior walls where the aggregate area of openings exceeds 25% of the
wall area,

7. At locations where girder or girder trusses bear on masonry walls.

203.3.2 All footing dowel bars shall be 1#5, shall have a standard 90-degree hook, and shall be embedded 5 inches
into 8-inch footings and a minimum of 6 inches into all other footings. Dowel bars shall lap vertical wall reinforcement
a minimum of 25 inches.

204 FLOOR SYSTEMS

204.1 CONCRETE SLAB-ON-GRADE

204.1.1 Concrete slab-on-grade shall be 3 1/2 inches thick minimum.

204.1.2 Reinforcement is not required for slab-on-grade floors.

204.2 SUSPENDED CONCRETE SLABS

204.2.1 Suspended concrete floors shall be hollowcore floor systems, designed and installed in accordance with the
manufacturer's specifications.

204.2.2 ICF walls supporting hollowcore floor systems shall be flat insulated concrete form (ICF) walls that are a mini-
mum of 7.5 inches of concrete thickness. Bond beams and lintels for ICF walls supporting hollowcore floor systems
shall comply with Section 205.8.

MASONRY -CHAPTER 2

6°

10" p

#4 HOOKED BAR

@ KEYWAY BAR
(NOT REQUIRED
IF VERTICAL WALL
REINFORCEMENT
AT THIS LOCATION)

rrv

-HOLLOW CORE
SLAB

#4x20" VERT

©KEYWAY

BAR

#4x30" GROUTED
IN SLAB KEYWAY
8'-0"o.c.

-#4 BAR GROUTED IN
SLAB KEYWAY w/
6° HOOK INTO BOND
BEAM @ 8'-0"o.c.

15"

FIGURE 204A
HOLLOWCORE CONNECTION
TO EXTERIOR BEARING WALL

FIGURE 204B
HOLLOWCORE CONNECTION
TO INTERIOR BEARING WALL

#4 BAR PROJECTING
STRAIGHT OUT OF
BOND BEAM TO BE
BENT INTO CORE
OF SLAB @ 8'-0"o.c.
(ALT-USE PREFABRICATED
SHEAR BAR)

FORMED EDGE

POUR ON
MASONRY UNITS

Hh 1/4" + GAP

CUT SLOT AT EACH DOWEL

BEND DOWEL INTO
CORE (6" HOOK MIN.)
AND FILL w/ GROUT

REINFORCED BOND BEAM

CUT SLOT AT EACH DOWEL

PREFABRICATED SHEAR BAR
(OR STRAIGHT BAR CAST INTO
BOND BEAM AND BENT IN FIELD
8'-0"o.c. IN SLOT FILL CORE OF
BLOCK AND HOLLOW CORE
SLOT w/ GROUT

6" HOOK

REINFORCED BOND BEAM

'-3 1/2"SIDELAP

FIGURE 204C

HOLLOWCORE CONNECTION

TO EXTERIOR NONBEARING WALL

MASONRY -CHAPTER 2

204.3 WOOD FRAME FLOOR SYSTEMS

204.3.1 Floor Joists shall be sized in accordance with the American Forest and Paper Association's (AF&PA) Span
Tables for Joists and Rafters.

204.3.2 Wood l-Joists: Single or continuous span l-joists shall comply with the manufacturer's code evaluation
report.

204.3.3 Floor Trusses: Floor trusses shall be in accordance with ANSI/TPI-1 .

204.3.4 Floor Sheathing Thickness: Floor sheathing shall be a minimum of 7/16-inch wood structural panels,
installed with long dimension perpendicular to framing and with end joints staggered (See Figure 204D).

204.3.5 Floor Sheathing Spans: Floor framing shall be spaced such that the sheathing spans do not exceed those
specified in Table R503.2.1.1(1) of the International Residential Code.

204.3.6 Bracing: Provide full depth blocking, perpendicular to floor framing members, in the first two framing spaces
at each end of floor system spaced 4 feet on center maximum (See Figure 204D. See 204.4 for other blocking).

204.3.7 Fastening: Fastening shall be in accordance with Table R602.3(1) of the International Residential Code
and Tables 304C1 and 304C2 in order to provide the required shear capacities.

204.3.8 Connections for Concrete and Masonry Wails in Accordance with 205:

1 . Bearing ends of joists or trusses shall be connected to concrete or masonry walls by a ledger bolted to the wall
as shown in Table 204E1 and Figure 204F1 . The ledger shall be No. 2 Southern Pine or No. 2 Douglas Fir.
Framing shall be fastened to the ledger with metal joist hangers properly rated for all gravity loads. Floor sheath-
ing shall be fastened to the ledger the same as to other floor framing members.

2. Where the concrete or masonry wall above the floor line is thinner than the wall below, first-story wood floors
may bear on and be attached to the top of the wall below as shown for stemwalls in Figure 203D. Framing shall
be fastened to the plate in accordance with Table R602.3(1) of the IRC. The plate shall be bolted to

the wall with 1/2" diameter anchor bolts spaced at a maximum of 6 feet on center embedded a minimum of 7
inches into the concrete or masonry wall.

204.3.9 Connections for ICF Walls in Accordance with Section 206
See Section R611 in the IRC.

MASONRY -CHAPTER 2

FLOOR FRAMING
(SHOWN @ 24"o.c.)

- BLOCKING @ 48"o.c. MAX. IN
FIRST TWO FRAMING SPACES
AT EACH END

FLOOR
JOIST

-2x BLOCKING
FULL DEPTH
OF JOISTS

FIGURE 204D
ENDWALL BRACING PERPENDICULAR TO FLOOR FRAMING

MASONRY - CHAPTER 2

TABLE 204E1

ANCHOR BOLT SPACING

FOR LOAD BEARING

LEDGER BOLTED TO CONCRETE OR MASONRY WALL

Loadbearing
Ledger

Size
(Nominal)

Floor
Span

Anchor Bolt^ Spacing, Inches

Bolt Diameter

1/2"

5/8"

3/4"

7/8"

Singles
2x

10'

12'

14'

16'

18'

20'

Doubles
2x

10'

12'

14'

16'

18'

20'

NOTES:

1. Anchor bolt embedment shall be a minimum of 6".

2. Ledger shall be same depth as joist.

TABLE 204E2

ANCHOR BOLT SPACING

FOR LOAD BEARING

LEDGER BOLTED TO CONCRETE OR MASONRY WALL

Maximum Floor
Clear Span

(feet)

Maximum Anchor Bolt Spacing (inches)

Staggered

1/2-inch-

Dlameter

Anchor Bolts

Staggered

5/8-inch-

Diameter

Anchor Bolts

Two

1/2-inch-

Diameter

Anchor Bolts

Two

5/8-inch-

Diameter

Anchor Bolts

For SI: 1 foot = 0.3048 m; 1 inch = 25.4 mm

1 . Anchor bolts shall extend through the ledger to the center of the flat ICF wall thickness or the center of the horizontal or vertical core
thickness of the waffle-grid or screen-grid ICF wall system.

2. Minimum vertical distance between bolts shall be 1.5 inches (38 mm) lor 1/2-inch (13-mm) diameter anchor bolts and 1 inches (51
mm) for 5/8-inch (16-mm) diameter anchor bolts.

MASONRY -CHAPTER 2

1/2" ANCHOR BOLT 72"o.c.
IN NONLOADBEARING WALL

SEE TABLE 204E FOR
ANCHOR BOLT SIZE AND SPACING
AND LEDGER SIZE ON
LOADBEARING WALL

APPROVED JOIST
HANGER (TYR)

BOND BEAM

w/ 1#5 CONTINUOUS

fTYR)

FIGURE 204F1

WOOD FLOOR SYSTEM

BOLTED LEDGER

MASONRY - CHAPTER 2

204.4 FLOOR DIAPHRAGMS

Floor sheathing and fasteners shall be capable of resisting the total shear loads specified in Tables 204G and 204H
for the applicable location in the building and the distance between shear walls. Shear capacities for wood floor
diaphragms shall be based on the spacing of the floor framing members, sheathing material, sheathing thickness, nail
size and nail spacing as specified in Tables 304C1 and 304C2. The suspended concrete slabs specified in 204.2
have a diaphragm capacity of 4,000 pif.

TABLE 204G

FLOOR DIAPHRAGM REQUIREMENTS

AT SIDEWALLS

Required Floor Diaphragm Shear Capacity
at Sidewalls (plf)i'2

Floor

100 mph

120 mph

140 mph

Second and/or Third Floor

115

165

First Floor over Crawl Space

100

NOTES:

1 . For ceiling heights other than 8 feet, multiply table values by ceiling height divided by 8.

2. Where building length (L) is not equal to building width (W), multiply table values by W divided by L.

TABLE 204H

FLOOR DIAPHRAGM REQUIIREMENTS

AT ENDWALLS AND INTERIOR SHEARWALLS

Maximum Distance
Between Shearwalls

Required Floor Diaphragm Shear Capacity (plf)i

100 mph

120 mph

140 mph

First
Floor

Second

and Third

Floor

First
Floor

Second

and Third

Floor

First
Floor

Second

and Third

Floor

W/2

125

155

140

220

1.5W

110

175

135

220

195

310

145

230

175

285

250

400

2.5W

175

290

215

345

305

490

210

335

255

410

360

580

275

440

335

540

470

760

1 . Values in the table above are for an 8 ft. ceiling height. For other ceiling heights, multiply values in table by ceiling height divided by 8.

205 CONCRETE OR MASONRY WALL SYSTEMS

205.1 THICKNESS OF CONCRETE OR MASONRY

The minimum thickness of exterior concrete or masonry walls shall be 8 inches.

EXCEPTION: 6 inch walls shall be permitted for one story up to a maximum ceiling height of 10 feet and for the top
story of multistory buildings where that story has a maximum ceiling height of 8 feet.

205.2 BOND BEAMS (TIE BEAMS)

205.2.1 A reinforced bond beam (tie beam) shall be provided in concrete or masonry walls at the top of the wall and
at each floor level (except at slab-on-grade) of each exterior wall. For concrete walls, the bond beam shall be permit-
ted to be cast integral with the wall. (See 205.4.1 for rake beam at top of gable endwalls).

MASONRY - CHAPTER 2

205.2.2 Bond beams shall be one of the following:

1. Six-inch thick walls:

6" thick X 8" high masonry or cast-in-place concrete,
6" thick X 12" high masonry or cast-in-place concrete,
6" thick X 16" high masonry or cast-in-place concrete.

2. Eight-inch thick walls:

8" thick X 8" high masonry or cast-in-place concrete,
8" thick X 12" high masonry or cast-in-place concrete,
8" thick X 1 6" high masonry or cast-in-place concrete.

3. Precast units certified by the manufacturer to be suitable for the loads stipulated in 208.6.1(2), installed in accor-
dance with the manufacturer's specifications, and approved by the building official.

205.2.3 Bond beams shall be reinforced with one No. 5 bar except as otherwise required in Tables 205C and 205D.
Reinforcement shall be located in the top of 8-inch and 16-inch bond beams and in the top and bottom of 12-inch
bond beams. Reinforcement shall be continuous around corners (See Figure 205A). Where more than one bar is
required, only one bar need be continuous around corners.

205.2.4 All splices shall be lapped in accordance with 202.3.3.

205.2.5 Precast bond beams shall properly receive and retain all vertical wall reinforcement. Precast bond beams
shall contain the minimum amount of continuous reinforcement indicated in 205.2.3 and shall be reinforced at joints to
act as drag struts and diaphragm chords.

Lr-n

STANDARD HOOK

BOND BEAM

-STANDARD. HOOK w/
VERT REINFORCEMENT

GROUTED
CELL

#5 CORNER BAR MIN.
LAP 25" (TYR)

ALL LAPS 25" MIN.

BOND BEAM

STANDARD HOOK

2 FILLED CELLS
^m EACH CELL

12" MIN.

FIGURE 205A

CORNER CONTINUITY OF BOND BEAM

AND WALL REINFORCEMENT

FIGURE 205B

CHANGES IN BOND BEAM

HEIGHT

MASONRY - CHAPTER 2

205.3 VERTICAL REINFORCEMENT

205.3.1 Comers: One No. 5 bar shall be provided in each corner, including interior corners and corners created by
changes in wall direction or offsetting of walls such as at projected bays and inset porches.

205.3.2 Openings

205.3.2.1 Concrete Walls: One No. 5 bar shall be provided on each side of openings wider than 12 inches.

205.3.2.2 Masonry Walls: One No. 5 bar shall be provided on each side of openings wider than 6 feet. Two No. 5
bars or one No. 7 bar are required on each side of openings wider than 12 feet in buildings in 120 mph - 140 mph
zones and in buildings wider than 40 feet in 1 10 mph - 120 mph zones.

205.3.3 Girders: One No. 5 bar shall be provided at all locations vi^here girders or girder trusses bear on masonry
walls.

205.3.4 Shearwalls: Vertical reinforcement shall be provided at the ends of each shearwall segment in accordance
with Section 205.5.5 of this standard.

205.3.5 Spacing of Vertical Reinforcement: Vertical reinforcement shall be provided for the design windspeed
specified in Table 205C or 205D as applicable.

1. For spacing of reinforcement at continuous gable endwalls, (See 205.4).

2. Reinforcement shall not be required to be spaced closer than 4 ft on center.

3. Vertical reinforcement used in conjunction with precast bond beams shall be spaced the same as for masonry
bond beams unless other spacing is substantiated by the beam manufacturer and approved by the building official
and shall hook into the precast beam in accordance with 205.7.

TABLE 205C 4,5,6

SINGLE-STORY VERTICAL WALL REINFORCEMENT SPACING AND

BOND BEAM REQUIREMENTS

100 mph

120 mph

140 mph

Building Width

24-

36'

44-

52'

60-

24' 36- 44' 52'

60'

24'

36'

44-

52-

60-

Bond
Beam Ht.

Ceiiing
Height

Maximum Wall Reinforcing Steel Spacing, ft.

6" Concrete or Masonry

10<

8' 62 42 42

10'

6 62 4 4

12"
&16"

10'

10'.2

8' 8' 8'.2 8'.2

8'.2

8',2

10'

6 62 62 62

8" Concrete or Masonry

8 82 62 63

10'

8 62 62 63

12'

63,2 62 63 63

4a,2

43,2

16'

43,3

43,2 43,3 43,3 43

46,2

46,3

20'

NP NP NP NP

12"
&16"

109

109.2

-109,2

lo'^ 10'^ lO'^'^ lO'^'^

10h.2

10'

10'.2

10''2

30,3

80,3

10'

10=

lO-^'^

IC^'^

10='2

gd 8C,2 gc,2 8C,2

8C,3

8C,2

6a,d,2

63,3

12'

Sa.d

8a.d,2

8a.d.2

8a,d,2

8a,d,3

ga.d 6a,d,2 Q3,d,2 ga,d,3

6a.d.3

4b.2

4b,3

43,3

16'

48,2

4a.2

4a,2

43,2

43,2 43,2 43,2 43,3

46,2

46,3

20'

4e,2

46,2

46,3

NP NP NP NP

205.3.6 Duplication: Reinforcing steel requirements are not additive. A single reinforcing bar may fulfill more than
one requirement. For example, a single bar will satisfy the requirements for a bar at the side of an opening which
occurs at the same location as a bar required by Tables 205C and 205D. In all cases, the most stringent require-
ments shall be applied.

205.3.7 Wall Reinforcement Summary: See Figure 205N.

205.3.8 Connection: For information regarding the connection of vertical wall reinforcing to footings and bond beams
(See 205.7).

MASONRY -CHAPTER 2

TABLE 205D 4,5,6,7
MULTISTORY VERTICAL WALL REINFORCING SPACING AND BOND BEAM REQUIREMENTS

100 mph

120 mph

140 mph

Building Widtii

24'

36'

44'

52'

60"

24- 36' 44' 52-

60'

24"

36'

44"

52-

60'

Bond

Beam.
Ht.

Ceiling
Height

Maximum Wall Reinforcing Steel Spacing, ft.

6" Concrete or Masonry

6 42 42 43

12"&16"

8f.2

8f 62 62 62

8" Concrete or Masonry

8 62 62 42

10'

62 62 43 43

12'

42 42 43 43

12"
&
16"

10^"

10^.2

10h,2

10^,2

.,Qh,2 .|gh,2 gcZ gc,2

10'

8<'.2

8d.2

80,2

80.3

8C,2 6a.''.2 63.d.2 63.2

63.3

63,2

6a,3

43,3

12'

ea.d

6a.d,2

6a,d,2

6a,d,3

4b,2 4b,2 4b,3 4b,3

43,3

4a,2

43,3

16'

4a,2

43,2

43.3

43,3

4a,3

48,2 46,2 46,2 46,3

46.3

4e,2

46,3

4e,3

43,3

NOTES FOR TABLES 205C & 205D

a. Add 2 feet if using two No. 5 or one No. 7 vertical wall reinforcement.

b. Add 4 feet if using two No. 5 or one No. 7 vertical wall reinforcement.

c. Add 2 feet if using two No. 5 or one No. 7 vertical wall reinforcement. For masonry walls thiis applies with Type M or S mortar only.

d. Add 4 feet If using two No. 5 or one No. 7 vertical wall reinforcement. For masonry walls this applies with Type M or S mortar only.

e. Two No. 5 or one No. 7 vertical wall reinforcement Is required for spacing Indicated.

f. Subtract 2 feet from table value for Type N mortar.

g. Spacing of vertical wall reinforcement shall not exceed 10 feet for Type N mortar,
h. Spacing of vertical wall reinforcement shall not exceed 8 feet for Type N mortar.

1 . All vertical wall reinforcement is one No. 5 unless othenwise Indicated.

2. Where indicated, when the ratio of the building length, or the distance between interior shearwalls, to the building width (L7W) exceeds
2.0, two No. 5 bars or one No. 7 bar shall be provided in bond beams (tie beams) at roof levels.

3. Where indicated, the ratio of the building length, or the distance between Interior sheanwalls, to the building width (UW) shall not exceed 2.

4. NP means not permitted.

5. Not all vertical reinforcement is required to be tied to the foundation with dowels. Vertical reinforcement not tied to the foundation with
dowels shall reach within 1 2 inches of the floor slab below. See 203.3 for requirements.

6. If more vertical wall reinforcement Is interrupted by an opening than is provided beside the opening (total both sides), the difference shall
be evenly divided and placed on each side of the opening. For masonry walls the reinforcement shall be within the first or second cell on
each side.

7. All bond beams at the second-story floor shall have the following reinforcement:

i. If the shearwall spacing to building width ratio (UW) 1, reinforcement shall be one No. 5 continuous,

ii. If L/W > 1 , reinforcement shall be two No. 5 or one No. 7 continuous.

MASONRY - CHAPTER 2

205.4 CONTINUOUS CONCRETE OR MASONRY GABLES

205.4.1 Gable end walls of concrete or masonry shall be constructed full height to the roof line or a ceiling diaphragm
complying with 207 of this standard shall be provided.

205.4.2 Where concrete or masonry is carried full height to the roof line, a cast-in-place rake beam with a minimum 4-
inch dimension and one No. 5 continuous reinforcing bar shall be cast along the roof line (See Figure 205E).

205.4.3 Vertical reinforcement is required at the maximum spacing specified in Table 205F or Table 205G as appro-
priate.

205.4.4 One No. 5 standard hook or bending of one bar into rake beam is required at each location of wall reinforc-
ing. No dowels are required into footing except as specified in 203.3.1.

205.4.5 Endwall roof bracing shall be provided in accordance with 208.4. Provide a 2x wood nailer bolted to the rake
beam to connect wall to roof sheathing. The wood nailer may be attached to either the inside or outside of the wall.

205.4.6 Where concrete or masonry is not carried full height, gable end walls shall have a bond beam at the top of
the concrete or masonry wall. Intermediate bond beams are not required.

TABLE 205E

ANCHOR BOLT SPACING FOR ATTACHING

2 X WOOD NAILER TO RAKE BEAM

Required Roof Diaphragm

Capacity as Determined

by Table 208D, pif

1/2-lncli Anclior

Bolt

Maximum Spacing

105

6'-0"

145

5'-0"

195

4'-0"

230

3'-6"

270

3'-0"

325

2'-6"

415

2'-0"

565

1'-6"

700

1'-2"

845

r-o"

CAST-IN-PLACE RAKE BEAM
AT ROOF LINE w/ 1#5 CONT

- CLEANOUT REQUIRED FOR
GROUT LIFT >5FT. UNLESS
FOOTING DOWEL IS NOT REQUIRED

2x4 M;N. WOOD NAILER
w/ 1/2" ANCHOR BOLTS
SPACED PER TABLE 20SE

FOUNDATION @ ONE-STORY BLD'G
OR BOND BEAM @ MULTISTORY

FIGURE 205E

CONTINUOUS GABLE ENDWALL REINFORCEMENT

SINGLE AND MULTI-STORY

MASONRY - CHAPTER 2

TABLE 205F

MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS

CONCRETE OR MASONRY GABLE ENDS

SINGLE-STORY, FEET

Reinforcement
Length ^ Ft.

100 mph

120mph

140 mph

1#5

2 #5

1#5

2 #5

1#5

2 #5 1

6" Concrete or Masonry

IQc

10<:

8<:'

10=

8" Concrete or Masonry

10®

10^

10"=

10<=

lO-:

10'=

10®

10-=

10"=

10=

10®

10==

10=

TABLE 205G

MAXIMUM SPACING OF VERTICAL REINFORCEMENT AT CONTINUOUS

CONCRETE OR MASONRY GABLES

MULTI-STORY, FEET

Reinforcement
Length «, Ft.

100 mph

" ■ -

120 mph

140 mph

1#5

2 #5

1#5

2 #5

1#5

2 #5 1

6" Concrete or IWasonry

8<i

14 .

8" Concrete or Masonry

10=

NOTES FOR TABLES 205F & 205G

a. Reinforcement length is the total unsupported length of reinforcement In the wall (I.e. distance between floor diaphragms
and between floor and roof diaphragm).

b. NP means not permitted.

c. Maximum spacing for Type N morfar = 8 feet.

d. IVIaxImum spacing for Type N mortar = 6 feet.

e. IVlaximum spacing for Type N mortar =10 feet.

MASONRY -CHAPTER 2

205.4.7 Where concrete or masonry is not carried full lieiglit, gable end walls shall be sheathed with 15/32 in. wood
structural panels with 8d common or 8d hot dipped galvanized box nails spaced at 6 in. o.c. at edges and 12 in. o.c. at
intermediate framing. Other approved structural sheathing materials shall be permitted provided it is designed to meet
the suction and compression loads as required by Section 1609 of the International Building Code.

205.5 EXTERIOR SHEARWALLS

Shearwalls are required to resist horizontal movement or forces at ends of diaphragms.

205.5.1 Shearwall segments: Required sheanwall segment lengths shall be determined from Tables 205H and 205J.
When using Table 205H (for endwalls) and the building contains one or more interior shearwalls, the distance to the
first interior sheanwaii shall be used in determining the length to width ratio for use in the table. The building length
used shall be the distance between adjacent sheanA/alls. Distance between adjacent sheanwalls shall not exceed 2 1/2
times the building width when used in conjunction with a wood root or floor diaphragm. Minimum shearwall segment
length shall be as follows:

1 . Two feet if the pier height is 4 ft 8 in or less and the reinforcement at each end of the segment is 1#5 minimum.
EXCEPTION: The maximum pier height of a 2-foot segment may be increased to 8 feet if the reinforcement at
each end of the shearwall segment is 2#5 or 1#7.

2. Four feet if the pier height is more than 4 ft 8 in but less than or equal to 8 ft and the reinforcement at the end of
each segment is 1#5 or greater. Interpolation between 1 & 2 is permissible for 1#5 condition.

3. The pier height may be increased in proportion to the shearwall segment length that is provided divided by the
sheanwaii segment length that is required.

Values less than two feet as shown in the tables are to be used only when adding together required shearwall seg-
ment lengths for separate parts of a building, such as in common walls of nonrectangular buildings (See 105.3).

205.5.2 Multiple shearwall segments: Shearwall segment lengths shown in Tables 205H and 205J are for a single
shearwall segment of the specified length. Shearwalls may be divided into multiple smaller segments provided:

1 . All individual shearwall segment lengths meet the minimum requirements of 205.5.1 .

2. Individual shearwall segments are subject to the same reinforcement requirements as a single shearwall seg-
ment.

3. The sum of the lengths of individual sheanwaii segments shall be equal to or greater than the length specified by
the applicable table.

4. The length of the largest individual segment shall be no more than four times the length of the smallest segment
within the shearwall.

205.5.3 Openings: Sheanwaii piers and shearwall segments shall not contain openings (other than incidental utility
penetrations) with a maximum horizontal or vertical dimension of 5 inches for piers and 12 inches for portions of
shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not
exceed 144 square inches.

205.5.4 Arrangement: Shearwall segments may be arranged in any manner to achieve the required total length.
Each exterior wall shall have the required length of effective shearwall. When the required length of shearwall
exceeds the ceiling height, one of the following shall apply:

1 . The shearwall containing a single segment shall be within 10 ft of the centerline of the building, or

2. A shearwall segment shall be placed on each side of the centerline of the building.

205.5.5 Reinforcement: Each shearwall or shearwall segment shall contain the amount of vertical reinforcement
indicated in 205.5.1 in each end of each shearwall segment. This reinforcement, regardless of the amount, shall be
spliced to 1#5 standard hook minimum into the bond beam at the top and to 1#5 standard hook minimum into bond
beams or footing below.

205.5.6 Multi-Story Shearwalls: Shearwall segments in an upper story shall be located directly over shearwall seg-
ments in the story below and reinforcement at the ends of the shearwall segment shall be continuous from the bond
beam of the upper story through the story below.

205.5.7 Nonrectangular Buildings: (See 105).

MASONRY - CHAPTER 2

TABLE 205H

SHEARWALL SEGMENT LENGTHS - ENDWALLS

BUILDINGS WITH 8-FT CEILING HEIGHTS

8-INCH CONCRETE OR MASONRY

100 mph

120 mph

140 mph

Building Width

24-

36-

44'

52"

60'

24'

36'

44-

52-

60'

24"

36'

44'

52'

60'

story

Building L/W3

l\/linimum Shearwall Length, ft.

Single-story
and
Top
Story

of
Multi-
story

0.5

0.7

1.0

0.7

1.0

0.7

1.6

0.7

1.8

2.3

1.5

0.7

1.1

1.6

2.2

0.7

1.1

1.7

2.4

3.1

0.7

1.7

2.5

3.3

4.1

2.0

0.7

1.2

1.9

2.6

3.3

0.7

1.9

2.8

3.6

4.5

1.3

2.7

3.7

4.8

5.8

2.5

0.7

1.9

2.8

3.6

4.5

1.3

2.8

3.8

4.9

5.9

1.9

3.7

5.0

6.2

7.5

3.0

1.2

2.6

3.6

4.6

5.6

1.9

3.6

4.9

6.1

7.4

2.6

4.7

6.2

7.7

9.3

4.0

2.1

4.0

5.3

6.6

7.9

3.0

5.3

6.9

8.6

4.0

6.8

7.6

Bottom Story
of Two-story

0.5

0.7

0.9

1.5

2.1

2.7

0.7

1.5

2.3

3.0

3.8

1.0

2.2

3.1

4.0

5.0

1.0

1.5

3.0

4.1

5.0

6.9

2.2

4.1

5.4

6.8

8.2

3.1

5.3

6.9

8.6

1.5

2.8

5.0

6.6

8.1

9.7

3.9

6.6

8.5

5.1

8.4

2.0

4.2

7.0

9.1

5.6

9.1

7.1

2.5

5.5

9.1

7.2

9.1

3.0

0.8

8.8

4.0

9.5

Top & Single S

Ceiling Height, ft

Multiplier

1.4

1.9

2.7

3.5

NOTES:

1. Shearwall segments shall be integral with the concrete or masonry over the opening on at least one side. Maximum pier height (height or
that opening) shall be as follows:

a. 4 ft 8 in for a 2 ft segment with 1 #5 each end.

b. 8 ft for a 2 ft segment with 2 #5 or 1 #7 each end.

c. 8 ft for a 4 ft segment or larger with 1 #5 each end.

d. The pier height may be increased by the factor: SLp/SLp,
where;

SLp = Shearwall segment length provided
SLr = Sheanwall length required

2. For ceiling heights other than 8 ft, the following multipliers shall be applied:

Bottom Story

Multiplier
1.3
1.5
2.0
2.5

3. Ratio of building length to width. If interior sheanwalls are used, use sheanwall spacing for L in determining length/width.

4. The minimum length of any sheanwall segment shall be 2 ft after adjustments. Values less than 2 ft are shown only for
summation of shean/vall segments for nonrecfangular buildings and for interpolation purposes.

5. Shearwall segment lengths specified are good for roof angles up to and including 30° (7:12 roof slope). For roof slopes over 30° up
to 45° (12:12 roof slope) the following multipliers shall be applied:

Top & Single Story Bottom Story

Roof Slope Multiplier Multiplier

8:12 1.20 1.0

10:12 1.25 1.1

12:12 1.30 1.1

6. For 6-inch concrete or masonry units, table values shall be multiplied by the following before applying other multipliers:

Table Value Multiplier

0-2 ft 1.50

> 2-4 ft 1 .35
>4ft 1.30

7. For concrete or solid grouted masonry, shearwall segment lengths may be adjusted as follows:

Length Required Multiplier

0-2 ft 1 .0

> 2-4 ft 0.7

> 4-8 ft 0.5
>8ft 0.4

8. For three-story buildings, the second-story shearwall segment requirements shall be as determined for the bottom story of a two-story build-
ing. The shear segment length of the bottom story of a three-story building shall be that for the bottom story of a two-story building multiplied
by 1 .8.

MASONRY - CHAPTER 2

TABLE 205J

SHEARWALL SEGMENT LENGTHS - SIDEWALLS

BUILDINGS WITH 8-FT CEILING HEIGHTS

8-INCH CONCRETE OR MASONRY

100 mph

120 mph

140 mph

Building Width

24'

36'

44'

52'

60'

24'

36'

44'

52'

60'

24'

36'

44'

52'

60'

Story

Roof Slope

IVIinimum Shearwall Lengtii, ft.

Single Story

and

Top

Story of

Multi-story

4:12(18.4°)

0.7

1.1

1.8

0.7

1.0

1.8

2.7

0.7

1.6

2.6

3.6

6-.12 (26.6°)

0.7

1.0

1.9

2.9

0.7

0.8

1.7

2.8

4.0

0.7

1.3

2.4

3.7

5.2

8:12(33.7°)

0.7

1.6

2.7

4.0

0.7

1.2

2.4

3.8

5.4

0.7

1.8

3.3

5.0

6.9

10:12(39.8°)

0.7

1.0

2.2

3.6

5.1

0.7

1.7

3.1

4.8

6.8

0.7

2.4

4.2

6.2

8.5

12:12(45°)

0.7

1.4

2.8

4.4

6.3

0.7

2.2

3.9

5.9

8.2

0.7

3.0

5.0

7.5

Bottom

Story of Two

Story

4:12(18.4°)

0.7

2.2

3.3

4.4

5.7

1.5

3.1

4.4

5.9

7.4

2.0

4.1

5.7

7.5

9.4

6:12 (26.6°)

0.9

2.1

3.9

5.3

6.8

1.6

3.6

5.2

6.9

8.9

2.3

4.7

6.7

8.8

8:12(33.7°)

1.1

3.0

4.5

6.1

8.0

1.8

4.1

5.9

8.0

2.5

5.3

7.6

10:12(39.8°)

1.3

3.4

5.1

7.0

9.2

2.0

4.6

6.7

9.1

2.8

5.9

8.5

12:12(45°)

1.5

3.8

5.7

7.9

1.3

5.1

7.5

3.1

6.6

9.4

NOTES:

1 . Shearwall segments shall be integral with the concrete or masonry over the opening on at least one side. Maximum pier height (height or
that opening) shall be as follows:

a. 4 ft 8 in for a 2 ft segment with 1 #5 each end.

b. 8 ft for a 2 ft segment with 2 #5 or 1 #7 each end.

c. 8 ft for a 4 ft segment or larger with 1 #5 each end.

d. The pier height may be increased by the factor: SLp/SLp,
where:

SLp = Shearwall segment length provided
SLr = Sheanwall segment length required

2. For ceiling heights other than 8 ft, the following multipliers shall be applied:

Ceiling Height, ft Top & Single Story Multiplier Bottom Story A/lultiplier
10 1.4 1.3

12 1.9 1.5

16 2.7 2.0

20 3.5 2.5

3. The minimum length of any sheanwall segment shall be 2 ft after adjustments. Values less than 2 ft are shown only for summation of shear
wall segments for nonrectangular buildings and for interpolation purposes.

4. For 6-inch concrete or masonry, table values shall be multiplied by the following before applying other multipliers:

Table Value Multiplier

0-2 ft 1 .50

> 2-4 ft 1 .35
>4ft 1.30

5. For concrete or solid grouted masonry, shearwall segment lengths may be adjusted as follows:

Length Required Multiplier

0-2 ft 1.0

> 2-4 ft 0.7

> 4-8 ft 0.5
>8ft 0.4

6. For three-story buildings, the second-story shearwall segment requirements shall be as determined for the bottom story of a two-story build-
ing. The shear segment length of the bottom story of a three-story building shall be that for the bottom story of a two-story building multiplied
by the following factor:

Building Width, ft Multiplier

24 1.8

36 1.7

44 1.6

52 1.6

60 1.5

MASONRY - CHAPTER 2

OPENING WITH NO DIMENSION
GREATER THAN 12 INCHES AND
AREA NOT GREATER THAN
144 SQ INCHES MAY BE
INCLUDED IN A SHEARWALL
SEGMENT AND NO GREATER
THAN 5 INCHES IN SHEARWALL
PIERS

SHEARWALL
PIER

PH = PIER HEIGHT

SWS = SHEARWALL SEGMENT

FIGURE 205K
SHEARWALL SEGMENTS

205.6 INTERIOR SHEARWALLS

205.6.1 Interior shearwalls may be used to decrease the length-to-width ratio of buildings provided:

1 . Bond beams in interior walls containing shearwalls shall extend the full width of the building and shall be subject
to the same restrictions as sheanwalls in exterior walls;

2. The length of an interior sheanwall shall be sized in accordance with 205.5. For interior sheanwalls, the total
sheanwall length shall be the sum of the sheanwall lengths required for each building length on each side of the
interior sheanwall;

3. Bond beam reinforcement of interior walls containing shearwalls shall be continuous with bond beam reinforce-
ment of exterior walls;

4. Where concrete or masonry shearwalls or shearwall segments terminate below the roof diaphragm, the
diaphragm shall be connected to the shearwall or shearwall segments by the roof trusses or framing. Such con-
crete or masonry walls shall be laterally supported by a ceiling diaphragm in accordance with 207 (See Figure
208H).

205.6.2 When an interior shearwall is used in the bottom story of a two-story building without an interior shearwall
above it (i.e. wider shearwall spacing in top story than bottom story), the following procedure shall be used;

1 . UW for both stories shall be based on top story;

2. Top-story sheanwall segment lengths shall be as shown in Table 205H;

3. For bottom-story shearwall segment lengths, one must use upper-story spacing and reduce table values as fol-
lows:

a. Shearwall having a sheanwall above it, multiply by 0.82.

b. Shearwall without shearwall above it, multiply by 0.35.

205.7 CONTINUITY OF VERTICAL WALL REINFORCEMENT

205.7.1 Vertical wall reinforcement shall be lap spliced to foundation dowels at locations specified in 203.3. Lap
splices shall be in accordance with 202.3.3 (See Figure 205L).

205.7.2 All vertical wall reinforcement shall be terminated in the bond beam at the roof level with a standard hook.
The hook may be formed by bending the vertical wall reinforcement in accordance with 202.3.4 or by lap splicing to a
standard hook. The hook shall extend to the uppermost horizontal reinforcement of the bond beam and shall be
embedded a minimum of 6 inches into the bond beam (See Figure 205L).

205.7.3 In multistory construction, vertical wall reinforcement shall extend through bond beams and shall be continu-
ous with the vertical wall reinforcement of the wall above (See Figure 205M).

EXCEPTION 1 : Where more than one bar in the same cell is required for vertical wall reinforcement, only one bar

shall be required to be continuous between stories.

EXCEPTION 2: Vertical reinforcement may be offset between floor levels, provided:

1. Reinforcement for the lower story is anchored into the upper floor level bond beam in accordance with
205.7.2; and,

2. Reinforcement for the upper story is anchored into the bond beams above and below in accordance with
205.7.2.

MASONRY -CHAPTER 2

FOOTING

VERTICAL REINFORCEMENT

IN GROUTED

CELL

CLEANOUT REQUIRED
FOR GROUT LIFT
>5FT. UNLESS
FOOTING DOWEL IS
NOT REQUIRED

REINFORCING

FIGURE 205L
ONE-STORY CONCRETE OR MASONRY WALL

-REINF IN GROUTED CELLS -

-^±-

STANDARD-
HOOK

STANDARD
HOOK

1:1:

BOND BEAM
! 2nd PL.

ACCEPTABLE

PREFERRED

FIGURE 205M

CONTINUITY OF FIRST- AND SECOND-FLOOR

VERTICAL WALL REINFORCEMENT

MASONRY -CHAPTER 2

1#5MIN. ©EACH END -
OF SHEAR SEGMENTS

2'-0°

MIN.

t — I

-TYPICAL SHEARWALL SEGMENTS
SEE 205.5

1 — t

BEAMS SPANNING
OPENINGS
SEE 205.8

-SOME FOOTING
DOWELS NOT REQ'D
SEE 203.3.1

FRONT ELEVATION

2#5 or 1#7 EACH SIDE OF OPENINGS
LARGER THAN 12'-0" IN 120-140 M.P.H.
ZONE AND IN BUILDING 40'-0" WIDE
AND GREATER IN 110-120 M.P.H.
ZONE). SEE SECTION 205.3.2.2.

MIN. VERTICAL WALL

REINFORCEMENT SEE
TABLE 205 CD.F. ORG
FOR SIZE AND SPACING

RIGHT ELEVATION

1#5 MIN. @ EACH CORNER
AND @ EACH CHANGE IN
WALL DIRECTION

-1#5 MINIMUM EACH SIDE OF
OPENING HAVING A HORIZONTAL
DIMENSION GREATER THAN 6'-0°

i — I

REAR ELEVATION

REINFORCED BOND BEAM
CONTINUOUS AROUND -
PERIMETER SEE 205.2

^mmmm

t 1

1—1

LEFT ELEVATION

FIGURE 205N

EXTERIOR WALL REINFORCEMENT SUMMARY

ONE STORY (TWO STORY SIMILAR)

MASONRY -CHAPTER 2

205.8 ASSEMBLIES AND BEAMS SPANNING OPENINGS

205.8.1 Pre-engineered Assemblies for Masonry Walls.

205.8.1.1 Unreinforced masonry units above an opening and 8 incii iiigii bond beams above an opening sliail be sup-
ported by an assembly.

205.8.1.2 Pre-engineered assemblies shall be selected from a manufacturer's approved schedule or other approved
tables for the load capacities based on the appropriate minimum gravity load carrying capacities established in
Tables205P1,2, and3.

205.8.1.3 Pre-engineered assemblies may function as a bond beam over an opening provided that:

1 . The bond beam reinforcement is continuous through the assembly.

2. The assembly has an uplift rating that equals or exceeds the appropriate value stipulated in Table 205P1 if the
lintel directly supports a roof.

EXCEPTION: If the reinforcement in the top of the assembly is equal to or greater than the reinforcement
required in the bottom of the assembly by the manufacturer, uplift need not be considered.

205.8.1.4 Pre-engineered assemblies spanning openings shall extend a minimum of 4 inches nominal past each side
of the opening.

205.8.2 Continuous Bond Beams Spanning Openings

205.8.2.1 Under the provisions of this section, bond beams shall:

1. Be 16 inches high nominal over openings, except cast-in-place concrete bond beams which may be 12 inches
high nominal.

2. Have top reinforcement continuous over the wall and opening.

3. Have bottom reinforcement extending past each side of the opening a minimum of 24 inches for concrete wails
and 4 inches for masonry walls.

4. Meet the provisions of Tables 205R1 , 2, and 3 as appropriate.

EXCEPTION: Bottom reinforcement over openings in concrete walls shall be a minimum of two No. 5 bars or
one No. 7 bar.

205.8.2.2 Top reinforcement required over the opening which is in addition to that required over the wall shall extend
past the opening a minimum of 24 inches.

205.8.2.3 When pre-engineered assemblies are utilized to form the bottom portion of the bond beam over the open-
ing in masonry walls, the bottom reinforcement of the pre-engineered assemblies shall be counted toward the addi-
tional bottom reinforcement required over the opening.

205.8.3 Bond Beams Combined With Lintels

205.8.3.1 The provisions of this section shall apply when the lintel, the wall area between the lintel and the bond
beam, and the bond beam itself are solid grouted masonry units or cast together as one unit.

205.8.3.2 Combined bond beams/lintels shall meet the requirements of the appropriate Table 205S1 , 2, or 3.
EXCEPTION: Bottom reinforcement over openings in concrete walls shall be a minimum of two No. 5 bars or one
No. 7 bar.

205.8.3.3 Top reinforcement which is in addition to that required in the bond beam over the wail shall extend a mini-
mum of 24 inches past each side of the opening. Top bond beam reinforcement shall be continuous over wall and
opening.

205.8.3.4 Bottom reinforcing shall extend past each side of the opening a minimum of 24 inches for concrete walls
and 4 inches for masonry walls. When using a precast lintel, the reinforcing in the precast lintel shall be included
when determining the total amount of bottom reinforcement furnished.

205.8.3.5 For masonry walls, a cleanout (12 sq. in. min.) shall be provided in the cells directly above the ends of the
lintel when the reinforcing steel in the bottom of the lintel is more than 22 inches below the top of the bond beam.

MASONRY -CHAPTER 2

TABLE 205P1

SUPERIMPOSED LOADS

MINIMUM RATED LOAD CAPACITY OF 6 INCH OR 8 INCH THICK

PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF

ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS

Roof
Span

Uplift (pit)

Gravity

(ft)

(pif)

100 mph

120 mph

140 mph

150

112

165

330

152

204

305

600

262

351

525

870

374

502

745

1,050

451

605

900

1,230

530

710

1,055

1,410

609

816

1,215

NOTES:

1 . All loads are superimposed at the top of the wall and do not include dead loads of the bond beam or masonry above the assembly. Add
100% of additional dead loads to the gravity loads and subtract 85% of these loads from the uplift loads.

2. Use 4-foot roof span for assemblies in endwalls.

3. For total roof dead loads over 10 psf, increase gravity loads by the following amount:
(Roof Dead Load - 1 psf) x ( Roof Span + 2 ft)

4. Uplift rating is required only if a pre-engineered assembly is used to directly support a roof. (See Section 205.8.1 .3(2) for cases where uplift
need not be considered.)

^TR

TRUSS ANCHORS,
TRUSS (TYP.)

Pftf»tf»M

REINFORCED
BOND BEAM
AT ROOF

HOLLOW
MASONRY

REINFORCED
LINTEL

-6" OR 8" THICK CONCRETE MASONRY UNITS
OR 6" THICK CLAY MASONRY UNITS

MASONRY - CHAPTER 2

TABLE 205P2

SUPERIMPOSED LOADS

MINIMUM RATED LOAD CAPACITY OF 8 INCH THICK

PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF

BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF

THREE-STORY BUILDINGS— WOOD FLOOR SYSTEM

Floorl

Span
(ft)

nimum Rated Gravity Load Assembly (pif)

Assembly Clear Span (ft)

6 8 12

210

260 310 410

510

610

430

480 530 630

730

830

760

810 860 960

1,060

1,160

1,090

1,140 1,190 1,290

1,390

1,490

1,310

1,360 1,410 1,510

1,610

1,710

1,530

1,580 1,630 1,730

1,830

1,930

1,750

1,800 1,850 1,950

2,050

2,150

REINFORCED BOND BEAM
AT SECOND FLOOR

HOLLOW
MASONRY
REINFORCED
LINTEL

8" THICK CONCRETE MASONRY UNITS

NOTES:

1 . For a wall supporting floors on both sides, enter Table with the sum of the 2 full spans.
NOTE: Tabular values are for 1/2 the load of the full span shown.

2. Use 4 ft building width for assemblies in nonfloorbearing walls (normally endwalls and interior masonry walls and shearwalls).

3. The values in this table may be interpolated.

4. These loads tal<e into account the dead load of any masonry in the wall above the assembly and live and dead loads of the roof and floor
supported. Dead load of the assembly is not included in the table and if not included in the pre-engineered concrete design must be added
to the loads in the table.

5. This table is applicable for all roof dead loads.

TABLE 205P3

SUPERIMPOSED LOADS

MINIMUM RATED LOAD CAPACITY OF NOMINAL 8 INCH THICK

PRE-ENGINEERED ASSEMBLIES SPANNING OPENINGS OF

BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF

THREE-STORY BUILDINGS— HOLLOWCORE FLOOR SYSTEM

Floorl

Span
(ft)

nimum Rated Gravity Load of Assembly (pIf)

Assembly Clear Span (ft)

6 8 12

290

340 390 490

590

690

670

720 770 870

970

1,070

1,240

1,290 1,340 1,440

1,540

1,640

1,810

1,860 1,910 2,010

2,110

2,210

2,190

2,240 2,290 2,390

2,490

2,590

2,570

2,620 2,670 2,770

2,870

2,970

2,950

3,000 3,050 3,150

3,250

3,350

TrrT '

EZ3

I , ,!, I ' l ' ,, 1 ' ' '

REINFORCED BOND BEAM
AT SECOND FLOOR

HOLLOW
MASONRY

REINFORCED
LINTEL

8" THICK CONCRETE MASONRY UNITS

NOTES:

1 . For a wall supporting floors on both sides, enter Table with the sum of the 2 full spans.
NOTE: Tabular values are for 1/2 the load of the full span shown.

2. Use 4 ft building width for assemblies in nonfloorbearing walls (normally endwalls and interior masonry walls and sheanwalls).

3. The values in this table may be interpolated.

5. This table is applicable for all roof dead loads.

MASONRY -CHAPTER 2

TABLE 205R1

MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS

ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS

Roof

Maximum Allowable Clear Span (ft-in)^

Bond Beam 6'

Thick WalM.2.*

Bond Beam 8'

Thick Wal

1,2,4

Span

(ft)

16-1

16-2 C12-1

C12-2 C16-1 C16-2

16-1 16-2 CI 2-1

CI 2-2

C16-1

CI 6-2

16-0

17-4 16-0

20-8 18-0 24-8

16-0 18-8 15-4

20-8

17-4

23-4

12-0

13-4 12-0

15-4 14-0 18-8

12-8 14-0 11-4

16-0

13-4

18-0

8-8

8-8 9-4

10-8 10-8 14-8

10-0 11-4 8-8

12-8

10-8

14-8

6-8

6-8 8-0

8-0 9-4 11-4

8-8 8-8 7-4

10-0

8-8

12-0

6-0

6-0 7-4

7-4 8-0 10-0

7-4 7-4 6-8

8-8

8-0

11-4

5-4

5-4 6-0

6-0 8-0 8-8

6-8 6-8 6-8

8-0

7-4

10-8

4-8

4-8 6-0

6-0 7-4 8-0

6-0 6-0 6-0

7-4

10-0

NOTES:

1 . Designation of bond beam types over openings:

a. Letter C designates a concrete bond beam. All other bond beams are masonry.

b. The first number denotes the nominal height of the bond beam in inches.

c. The second number denotes the number of #5 reinforcing bars in the top and the bottom of the beam. 1-#7 may be used in lieu of 2-#5.
The bottom reinforcing steel shall be located no more than 2 3/4 inches clear distance from the bottom of masonry bond beams and 11/2
inches for concrete bond beams.

2. All bond beams have reinforcement in the top as required by Table 205C or D as appropriate. If 2-#5 are required in this table and only 1-#5
by Table 205D, the additional bar shall be placed in the top of the bond beam over the opening and shall extend past the opening a minimum of
24 inches.

3. Use 4 foot roof span for lintels in endwalls.

4. The bottom reinforcement in precast lintels may be used to satisfy the continuous bond beam bottom reinforcement requirement.

5. For roof dead loads more than 10 psf:

a. For 20 psf roof dead load, multiply allowable clear spans by 0.85.

b. For 30 psf roof dead load, multiply allowable clear spans by 0.75.

c. Values for other roof dead loads may be interpolated.

^- TRUSS ANCHOR*
\TRUSS (TYP.)

REINFORCED
BOND BEAM
AT ROOF

- 6" OR 8" THICK CONCRETE MASONRY UNITS
OR 6" THICK CLAY MASONRY UNITS

MASONRY - CHAPTER 2

TABLE 205R2

MAXIMUM CLEAR SPAN CAPACITY OF CONTINUOUS BOND BEAMS ACTING AS LINTELS

BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF

THREE-STORY BUILDINGS— WOOD FLOOR SYSTEM

Building

Maximum Allowable Clear Span (ft-in)^

Bond Beam 8" Thick WalM.2.4

Width

(ft)

16-1

16-2

C12-1 C12-2 C16-1

CI 6-2

CI 6-3

11-4

13-4

10-8 14-0 12-0

15-4

18-0

10-0

11-4

9-4 12-0 10-8

14-0

16-0

8-8

8-0 10-0 8-8

12-0

12-8

6-8

6-8 8-0 8-0

10-8

6-0

6-0 7-4 7-4

9-4

5-4

6-0 6-8 6-8

8-8

4-8

5-4 6-0 6-8

8-0

TABLE 205R3

MAXIMUM CLEAR SPAN CAPACITY OF

CONTINUOUS BOND BEAMS ACTING AS LINTELS

BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF

THREE-STORY BUILDINGS— HOLLOWCORE SECOND FLOOR

Building

IVIaximum Allowable Clear Span (ft-in)^

Bond Beam 8" Thick Wal|i.2.4

Width

(ft)

16-1

16-2

C12-1 Ci2-2 C16-1

C16-2

C16-3

10-8

12-0

10-0 13-4 11-4

14-8

17-4

8-8

9-4

8-0 10-8 9-4

12-0

13-4

6-0

6-0 7-4 7-4

10-0

4-8

5-4 6-0 6-0

8-0

4-0

4-8 5-4 6-0

7-4

4-0

4-8 4-8 5-4

6-8

3-4

4-0 4-0 5-4

6-0

NOTES FOR TABLES 205R2 AND 206R3:

1 . Designation of bond beam over openings:

a. Letter C designates a concrete bond beam. All
other bond beams are masonry.

b. The first number denotes the nominal height of the
bond beam in inches.

c. The second number denotes the number of #5 rein-
forcing bars in the top and the bottom of the beam.

1 -#7 may be used in lieu of 2-#5. The bottom rein-
forcing steel shall be located no more than 2 3/4
inches clear distance from the bottom of masonry
bond beams and 1 1/2 inches for concrete bond
beams.

2. All bond beams shall have reinforcement in the top in
accordance with Section 205.2.

3. Use 4 foot floor span for lintels in walls parallel to hol-
lowcore.

4. The bottom reinforcement in precast lintels may be
used to satisfy the continuous bond beam bottom rein-
forcement requirement.

5. This table is applicable for all roof dead loads.

REINFORCED
BOND BEAM AT
SECOND FLOOR

8" THICK CONCRETE MASONRY UNITS

MASONRY -CHAPTER 2

TABLE 205S1

COMBINED BOND BEAM/LINTELS

ONE STORY AND TOP STORY OF MULTI-STORY BUILDINGS

Maximum

Allowable Clear Span (ft.-

in.)

Bond

Beam

Roof

Combined Bond Beam/Lintel 6" or 8'

Thick WalP.2

Thick-

Span

ness

(ft)
4

12-1

12-2

16-1

16-2

24-1

24-2 24-3

32-2

32-3

32-4

40-2

40-3

40-4

48-3

48-4

48-5

11-4

12-0

14-8

16-0

18-8

22-8 23-4

27-4

29-4

30-0

29-4

34-0

35-4

38-0

39-4

40-8

8-0

8-8

11-4

12-0

14-8

17-4 18-8

22-9

23-3

24-8

28-9

29-4

31-4

33-4

34-0

6-0

6-9

8-8

11-4

14-0 14-0

18-0

20-0

22-0

26-0

4-8

6-8

10-0

10-8 10-8

14-0

17-4

20-8

4-0

6-0

9-4

9-4 9-4

12-8

15-4

18-0

3-4

5-4

8-0

8-0 8-0

11-4

14-0

16-8

3-4

4-8

7-4

7-4 7-4

10-0

12-8

15-4

12-0

12-8

14-8

16-8

17-4

23-4 24-8

25-4

30-0

30-8

26-8

32-8

35-4

34-0

39-4-

40-8

8-8

9-4

11-4

13-4

14-0

18-8 20-0

21-4

24-8

26-0

22-8

28-0

30-0

29-4

34-0

35-4

6-8

7-4

9-4

10-0

11-4

15-4 16-0

17-4

20-8

21-4

19-4

23-4

25-4

28-8

30-0

6-0

8-0

8-8

9-4

13-4 13-4

15-4

17-4

16-8

20-8

21-4

22-0

24-8

5-4

7-4

8-8

11-4 11-4

14-0

15-4

16-0

18-8

20-8

22-0

4-8

6-8

8-0

10-0 10-0

13-4

14-0

14-8

17-4

19-4

20-0

4-0

6-0

8-0

9-4 9-4

12-8

14-0

15-4

18-8

NOTES:

1 . Designation of combined bond beam/llntels:

a. The first number denotes the nominal height of the bond beam/lintel in inches.

b. The second number denotes the number of #5 reinforcing bars in the bottom of the bond beam/lintel. The equivalent or greater area of rein-
forcement may be obtained by using reinforcement other than #5. For example, when 3-#5 are required 1-#9 may be used. Also, 1-#7 may be
used to replace 2-#5 or 2-#7 to replace 4-#5. The bottom reinforcing steel is to be located not more than 2 3/4 inches clear distance from the
bottom of the lintel.

2. All bond beams shall have reinforcement in the top in accordance with Table 205C or D, as appropriate.

REINFORCED

BOND BEAM

AT ROOF

CELLS GROUTED
ABOVE LINTEL

REINFORCED
LINTEL

TRUSS ANCHORS.
TRUSS (TYP.)

J L

-6" TO 8" THICK CONCRETE MASONRY UNITS
OR 6" THICK CLAY MASONRY UNITS

MASONRY -CHAPTER 2

TABLE 205S2

COMBINED BOND BEAM/LINTELS

BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF

THREE-STORY BUILDINGS — WOOD FLOOR SYSTEM

Floor

Maximum Allowable Clear Span (ft-in)^

Span

Combined Bond Beam Lintel 8 " Thick WaW-^-*

Supported

(ft)

12-2

16-2

24-2

24-3 32-2 32-3 40-3

40-4

48-3

48-4

9-4

12-0

16-0

16-8 18-0 20-0 22-8

24-0

26-8

8-0

10-8

14-0

15-4 16-0 18-8 20-8

22-0

24-0

6-0

8-8

12-0

12-0 14-0 15-4 18-0

18-0

20-0

20-8

4-8

6-8

10-0

10-0 12-8 13-4 16-0

16-0

18-0

4-0

6-0

9-4

9-4 12-0 12-0 14-8

14-8

16-8

4-0

5-4

8-8

8-8 10-8 10-8 13-4

13-4

16-0

3-4

4-8

8-0

8-0 10-0 10-0 12-8

12-8

14-8

TABLE 205S3

COMBINED BOND BEAM/LINTELS

BOTTOM STORY OF TWO-STORY BUILDINGS, SECOND AND BOTTOM STORIES OF

THREE-STORY BUILDINGS — HOLLOWCORE FLOOR SYSTEM

Maximum Allowable Clear Span (ft-in)^

Floor

Span

Combined Bond Beam/Lintel 8" Thick Wain'2,4

Supported

(ft)

12-2

16-2

24-2

24-3 32-2 32-3 40-3

40-4

48-3

48-4

8-8

11-4

15-4

16-0 17-4 19-4 22-0

23-4

25-4

6-8

9-4

12-8

12-8 14-8 16 18-8

18-8

20-8

21-4

4-8

6-0

9-4

9-4 12-0 12-0 14-8

14-8

17-4

3-4

4-8

7-4

7-4 10-0 10-0 12-0

12-0

14-8

2-8

4-0

6-8

6-8 8-8 8-8 11-4

11-4

13-4

2-8

4-0

6-0

6-0 8-0 8-0 10-0

10-0

12-0

2-8

3-4

5-4

5-4 7-4 7-4 9-4

9-4

11-4

NOTES FOR TABLES 205S2 AND 205S3:

1. Designation of combined bond beam/llntels:

a. The first number denotes the nominal height of
the bond beam/lintel in inches.

b. The second number denotes the number of #5
reinforcing bars in the bottom of the bond beam/lin-
tel. The equivalent or greater area of reinforcement
may be obtained by using reinforcement other than
#5 bars. For example, when 3-#5 are required, 1-#9
may be used. Also, 1-#7 may be used to replace 2-
#5 or 2-#7 may be used to replace 4-#5. The bot-
tom reinforcing steel is to be located not more than
2 3/4 inches clear distance from the bottom of the
lintel.

2. All bond beams shall have reinforcement in the top
in accordance with Section 205.2.

3. Use 4 foot floor span for walls parallel to hollowcore
(nonloadbearing).

4. The bottom reinforcement in precast lintels may be
used to satisfy the continuous bond beam bottom
reinforcement requirement.

5. This table is applicable for all roof dead loads.

REINFORCED BOND BEAM
AT SECOND FLOOR

CELLS GROUTED
ABOVE LINTEL
REINFORCED
LINTEL

8" THICK CONCRETE MASONRY UNITS

MASONRY - CHAPTER 2
206 INSULATED CONCRETE FORM (ICF) WALL SYSTEMS

206.1 INSULATED CONCRETE FORM (ICF) WALLS

ICF wall systems shall be in accordance with Section R611 of the International Residential Code. =

Conventionally formed concrete wails with flat surfaces shall be designed and constructed in accordance with Section E

R612 of the International Residential Code. =

MASONRY - CHAPTER 2

207 ATTIC FLOOR OR CEILING SYSTEMS

207.1 CEILING FRAMING

207.1.1 Rafter-Joist System: Ceiling joists shall be in accordance with the American Forest and Paper Association's
(AF&PA) Span Tables for Joists and Rafters. The ceiling joists shall be installed parallel to the rafters. Ceiling joists
shall be fastened in accordance with Table R602.3(1) of the International Residential Code. Notches and holes
shall be in accordance with Section R802.7 of the International Residential Code.

207.1.2 Wood l-Joist Systems: Single or continuous span l-joists shall comply with the manufacturer's code evalua-
tion report.

207.1.3 Truss Systems: (See 208.2.)

207.2 CEILING DIAPHRAGMS

207.2.1 Where a gable endwall of concrete, masonry, or ICF wall is not constructed full-height to the roof line, an attic
floor or ceiling diaphragm shall be used to resist the lateral loads at the horizontal joint between the top of the con-
crete, masonry, or ICF wall and the framed gable above. Where there is no attic floor or ceiling diaphragm at that
height, such as a cathedral ceiling condition, the entire endwall, including the gable, shall be constructed in accor-
dance with 205.4 for concrete or masonry and 206.8 for ICF walls. (See Figure 205E).

207.2.2 A ceiling diaphragm is not required with a hipped roof.

207.2.3 Sheathing and fasteners shall be capable oif resisting the total shear loads specified in Table 207A for the
applicable building width and distance between shearwalis. Shear capacities for attic floor or ceiling diaphragms shall
be based on the spacing of the framing members, sheathing material, sheathing thickness, nail size, and nail spacing
as specified in Tables 304C1 and 304C2.

TABLE 207A
REQUIRED CEILING DIAPHRAGM CAPACITIES

100

mph

120 mph

140 mph

Building Widtti

24'

36'

44'

52'

60'

24' 36' 44' 52' 60'

24'

36' 44'

52'

60'

Maximum Length of Ceiling

Shear Capacity of Sheatliing Material

105

115

95 110 115 130 140

135

150 170

185

200

50 55 62 67 70

75 90

100

30 35 38 42 45

52 55

W = Building Width

MASONRY - CHAPTER 2

207.2.4 Gable endwalls connected to ceiling diaphragms shall be in accordance with Table 207B.

TABLE 207B
REQUIRED ENDWALL CONNECTION CAPACITIES

100 mph

120 mph

140 mph

Building Width

24'

36' 44' 52' 60'

24' 36' 44' 52' 60'

24'

36'

44' 52'

60'

Endwall Connections

Required Endwall Connection Capacities (pif)

Inward Pressure

70 77 83 90

75 85 92 100 110

105

120

130 140

150

Outward Pressure

110 120 130 140

115 135 148 162 175

165

195

215 230

245

207.3 DIAPHRAGM MATERIALS

207.3.1 Gypsum Wallboard: Where a gypsum wallboard ceiling is used to create the required diaphragm, the
diaphragm length must be determined based on the required diaphragm capacity of Table 207A and the gypsum
wallboard capacity from Table 304C2. The gypsum board must be a minimum of 1/2 inch thick and must be fastened
directly to the ceiling joists or bottom chords of trusses (no furring) with 5d cooler nails or GWB-54 1 1/2-inch nails at
7 inches on center. The ceiling diaphragm must be continuous or must be spliced with framing around the top plates
of partition walls with 5d cooler nails or GWB-54 1-1/2-inch nails at 7 inches on center. Ceiling framing shall be
braced with full depth blocking at 4 feet on center in the first four framing spaces from each end. Connections to side-
walls shall be as shown in Figure 207C. Connections to endwalls shall be as shown in Figure 207D or Figure 207E as
appropriate.

2x4 BLOCKING
STAGGERED
BETWEEN TRUSSES

1/2 GYPSUM

CEILING

DIAPHRAGM

5d COOLER NAILS
OR GWB54 m 7"o.c.

EMBEDDED
TRUSS
ANCHOR
ASSEMBLY,
TOP PLATE
OR OTHER
APPROVED
CONNECTOR

FIGURE 207C
GYPSUM CEILING DIAPHRAGM TO SIDEWALL CONNECTION

MASONRY - CHAPTER 2

ROOF SHEATHING

WOOD
ROOF
TRUSSES

1/2" MIN. GYPSUM
CEILING DIAPHRAGM

NAIL @ 7"o.c.

5d COOLER NAILS -

OR GWB54

BOND BEAM

GABLE END
NAIL SPACING

RATED STRAP PER TABLE 207B

2x4x8' @ 6'-0"o.c. MIN. BLOCK
NAILED TO EACH TRUSS OR CEILING
JOIST w/2-16d NAILS IN EACH
MEMBER

2-1 6d NAILS

2x4 BLOCKING
STAGGERED

TRUSS ANCHOR
ASSEMBLY OR OTHER
CONNECTOR
PERFORMANCE RATED
PER 208.6.4(1)

FIGURE 207D

DIRECT TRUSS TO MASONRY CONNECTION, ENDWALL

FOR GYPSUM CEILING DIAPHRAGM

1/2"<|i ANCHOR BOLT @ 4'-0"o.c. MAX.
RATED STRAP PER TABLE 207B

2x4 BLOCKING—
AS REQ'D
IN 207.3.1

3-1 6d TOE NAILS
2 NEAR -
1 FAR SIDE

2x8 PLATE FOR 8" MASONRY
2x6 PLATE FOR 6" MASONRY

2-1 6d

16d @ 8"o.c.
END NAILED

2x4x8' @ 8'-0"o.c.
NAILED TO EACH TRUSS
OR CEILING JOIST
w/2-16d NAILS IN
EACH MEMBER

-5d COOLER NAILS OR
GWB54 @ 7-o.c.

FIGURE 207E

DIRECT TRUSS TO MASONRY ALTERNATE, ENDWALL

FOR GYPSUM CEILING DIAPHRAGM

MASONRY -CHAPTER 2

207.3.2 Wood Structural Panels: Where wood structural panels are used to create the required diaphragm, this
diaphragm is necessary at each endwall, and each diaphragm length shall be as shown in Table 207F for the building
widths and eave heights given. The panels shall be 15/32" thick minimum. Blocking and diaphragm chords shall be
2x4 or larger, Group III species lumber, grade #2, or better. When truss framing is used, bottom chord of truss shall
NOT be used as a diaphragm chord or as blocking (See Figures 207G, H, and I).

1 . Chords are required at both diaphragm edges parallel to the endwall. Chords shall be one piece for the full width
of the building or shall be spliced in accord with Table 207F.

2. Blocking is required at all panel joints and all edges at sidewalls. Blocking may be installed flatwise.

3. Wood structural panels shall be fastened to ceiling framing, chords, and blocking with 8d common or 8d hot-
dipped galvanized box nails. Nail spacing at ceiling framing shall be 12" o.c. max. Nail spacing at chords and
blocking shall be as shown in Table 207F.

4. Nails for chord splicing and for fastening chords and blocking to walls shall be lOd common or lOd hot-dipped
galvanized box nails. The number of nails required for each side of each chord splice shall be as shown in Table
207F. Nails shall be spaced to avoid splitting of wood. Diaphragm chords shall be nailed to plate at walls at 4" o.c.
at side walls and 6" o.c. at end walls.

5. Finish ceiling material may be applied over the wood structural panel diaphragm and over the ceiling framing
throughout the remainder of the building with or without furring. This ceiling material is not a part of the diaphragm
requirement.

TABLE 207F
WOOD STRUCTURAL PANELS CEILING DIAPHRAGM

100 MPH

120IVIPH

140 IVIPH

Building
Width (ft)

Diaphragm

Length (a)

(ft)

8d
Fastener
Spacing
at Chords

and

Biocldng

(in.)

lOd

Chord Splice

(# Fasteners

ea. side)

Diaphragm

Length (a)

(ft)

Fastener

Spacing

at Chords

and

Blocking

(in.)

10d

Chord Splice

(# Fasteners

ea. side)

Diaphragm

Length (a)

(ft)

8d
Fastener
Spacing
at Chords

and
Blocking

(in.)

lOd

Chord Splice

(# Fasteners

ea. side)

ONE STORY (Eave heights up to 15 feet)

TWO STORY (Eave heights 15-30 feet)

MASONRY -CHAPTER 2

..rJ

WOOD STRUCTURAL
PANELS

REQUIRED

DIAPHRAGM
LENGTH (a)

RIDGE

-ROOF

-CEILING LINE

1 — I — \ — \ — r

— ROOF FRAMING —
I I I I I

-CEILING FRAMING-

! L

I L

Ls-^=iL

REQUIRED

DIAPHRAGM
LENGTH (a)

"^WOOD
STRUCTURAL
PANELS

REQUIRED
DIAPHRAGM
LENGTH (a)

fF"-

ir-

It-^

-1

._l

ROOF

RIDGE-

- WOOD STRUCTURAL PANELS
AT CEILING BELOW

REQUIRED
DIAPHRAGM
LENGTH (a)

CEILING
FRAMING

WOOD

STRUCTURAL

PANELS

BLOCKING AT PANEL
EDGES (TYP.)

FIGURE 207G
WOOD STRUCTURAL PANELS CEILING DIAPHRAGM

o
m

CO
■n
O

>
z
m

7)
m
w

-I
m

o
m

o
O

;xi

c
o

®
M

-8cJ NAILS @
12"o.c. ALL TRUSSES

-iV

FURRING

FINISH CEILING MATERIAL

DIAPHRAGM CHORD

ROOF TRUSSES

-c

CHORD SPLICE
WHERE NEEDED

-WOOD STRUCTURAL
PANEL CEILING
DIAPHRAGM

PANEL BLOCKING
END & EDGES
(TYR)

10d COMMON -
@ 6"o.c.

CHORD SPLICE^
WHERE NEEDEdX

DIAPHRAGM
CHORD

8d @ 12"o.c.

1/2"<tp ANCHOR BOLT
@ 4'-0"o.c. MAX.

ENDWALL

Y- GABLE
END

BOND BEAM

FIGURE 207H

WOOD STRUCTURAL PANEL CEILING DIAPHRAGM

SECTION PARALLEL TO RIDGE-ATTACHMENT TO ENDWALL

MASONRY -CHAPTER 2

10d COMMON @4"o.c.

SIDE WALL-

n/^

-BLOCKING AT
PANEL JOINTS

CEILING DIAPHRAGM -

CEILING DIAF'HRAGM CHORD
BOND BEAM (f^QT CONTINUOUS)

-MASONRY WALL

FIGURE 2071

WOOD STRUCTURAL PANEL CEILING DIAPHRAGM

SECTION PERPENDICULAR TO RIDGE-ATTACHMENT TO SIDEWALL

MASONRY -CHAPTER 2

208 ROOF SYSTEMS

208.1 RAFTER-JOIST FRAMING SYSTEMS

208.1.1 Rafters: Rafters shall be sized in accordance witii AF&PA's Span Tables for Joists and Rafters using accept-
ed dead and live load conditions. Spacing shall be 24" o.c. maximum.

208.1.2 Ridge Board: A ridge board is required for rafters. The ridge board shall be minimum 2-inch nominal thick-
ness and not less in depth than the cut depth of the rafter. The rafters shall be placed directly opposite each other.

208.1.3 Collar Beams: A 1x6 collar beam shall be nailed in the upper third of the roof to every third pair of rafters.
Notches and holes shall be in accordance with Section R802.7 of the International Residential Code.

208.2 TRUSS FRAMING SYSTEMS

208.2.1 Trusses: Trusses shall be designed in accordance with the ANSI/TPI-1.

208.2.2 Parallel chord roof trusses: These trusses also shall be in accordance with ANSI/TPI-1.

208.2.3 Truss design submittals: Truss design submittals shall indicate design wind speed, height above ground,
and amount of uplift at bearings.

208.2.4 Truss Spacing: Metal plate connected wood trusses shall be spaced no more than 24 inches on center and
designed for live loads and wind loads for an enclosed building based on Section 1609 of the international
Building Code.

208.2.5 Girder trusses: Where appropriate, girder trusses shall be designed to function also as drag struts. Truss
design submittals and erection instructions shall show both uplift and lateral connection load requirements at the ends
of a girder truss. Drag strut requirements may be calculated by multiplying the span of the strut by the appropriate
roof diaphragm capacity given in Table 208C or 208D.

208.2.6 Hipped Roofs: Where trusses are used to form a hipped roof, a step-down hip system shall be used (See
Figure 208K).

208.3 ROOF SHEATHING

208.3.1 Roof Sheathing Thickness: Roof sheathing shall be a minimum of 15/32-inch Exposure 1 wood structural
panel installed in accordance with Figure 208A. Long dimension shall be perpendicular to framing and end joints shall
be staggered.

EXCEPTION: Where stronger or weaker roof diaphragms are required (See 208.5).

208.3.2 Roof Sheathing Spans: Roof framing shall be spaced such that the sheathing spans do not exceed those
specified in Table R503.2. 1.1(1) of the International Residential Code.

208.3.3 Sheathing Fastenings: Sheathing shall be fastened to roof framing with 8d ring-shank nails at 6 inches o.c.
at edges and 6 inches o.c. at intermediate framing.

EXCEPTIONS: (See Figure 208B for nailing zones)

1 . Where Group III species framing lumber is used, spacing of ring-shank fasteners shall be 4 inches o.c. in
nailing zone 3 for 1 30 mph or greater design wind speeds.

2. Where Group III species framing lumber is used, spacing of ring-shank fasteners shall be permitted at 12
inches o.c. at intermediate framing in nailing zone 1 for any design wind speed and in nailing zone 2 for 110
mph or lower design wind speeds.

3. Where Group II species framing lumber is used, spacing of ring-shank fasteners shall be permitted at 12 inches
o.c. at intermediate framing in nailing zones 1 for any design wind speed and in nailing zone 2 for 120 mph or
lower design wind speeds.

4. Where Group II species framing lumber is used, 8d common or 8d hot dipped galvanized box nails at 6 inch o.c.
at edges and 6 inch o.c. at intermediate framing shall be permitted for 100 mph or lower design wind speeds.

5. Where diaphragm requirements necessitate a closer nail spacing.

208.4 BRACING

208.4.1 When a gable endwall extends from the uppermost floor to the underside of the roof and is not supported
by a ceiling diaphragm, endwall roof bracing shall be provided perpendicular to the rafters or trusses in the first two
rafter or truss spaces at each end and shall be spaced at 4 ft maximum on center, as shown in Figure 208A. Bracing
members shall be full depth of rafters or truss top chords.

MASONRY -CHAPTER 2

fV^FTEIVTRUSS

SHEATHING

BLOCKING @ 48"o.c. MAX.
IN FIRST TiWO FRAMING
SPACES AT EACH END

FIGURE 208A

ROOF SHEATHING LAYOUT

AND ENDWALL BRACING

I^ROOF
EDGE

FIGURE 208B
ROOF SHEATHING NAILING ZONES

MASONRY -CHAPTER 2

208.5 ROOF DIAPHRAGM

208.5.1 Roof sheathing and fasteners shall be capable of resisting the total shear loads specified in Tables 208C and
208D for the applicable building width and distance between shear walls. Shear capacities for roof diaphragms shall
be based on the spacing of the roof framing members, sheathing material, sheathing thickness, nail size and nail
spacing as specified in Table 304C1 and 304C2. Nailing pattern shall not be less than required by 208.3.2.

208.5.2 Where roof diaphragms are not required to be blocked, continuous ridge vents may be used.

TABLE 208C
ROOF DIAPHRAGM REQUIREMENTS AT SIDEWALLS

Required Roof Diaphragm Shear Capacity
at Sidewalls (plf)'''^

Building Width (ft.)

1 00 mph

120 mph

140 mph

130

105

150

100

120

170

110

135

195

120

150

210

NOTES:

1 . The following adjustments to the table values are required:

a. If the top story ceiling height Is more than 8 ft. :

for 10 ft. ceiling height, multiply by 1.10
for 12 ft. celling height, multiply by 1 .2
for 16 ft. ceiling height, multiply by 1 .5
for 20 ft. ceiling height, multiply by 1 .7

b. If total building length (L) is less than the building width, multiply by W/L.

c. If roof slope is more than 7:12 (30°):

for 8:12 roof slope (33.7°), multiply by 1.1
for 10:12 roof slope (39.8°), multiply by 1.3
for 12:12 roof slope (45°), multiply by 1.5

2. The following adjustments to the table values shall be permitted:

a. If roof slope is less than 7:12 (30°):

for 6:12 roof slope (26.6°), multiply by 0.90
for 2:12 roof slope (10°), multiply by 0.65

b. If total building length (L) is greater than the building width, multiply by W/L.

c. If a ceiling diaphragm is provided for lateral support of the gable end, multiply by 0.40.

d. For single story, multiply by 0.82 for 8 ft to 10 ft ceiling heights and 0.90 for 12 ft to 20 ft ceiling heights.

MASONRY - CHAPTER 2

TABLE 208D

ROOF DIAPHRAGM REQUIREMENTS

AT ENDWALLS AND INTERIOR SHEARWALLS

Required Roof Diaphragm
Shear Capacity (plf)^

Maximum
Distance
Between

Stiearwalls

100 mph

120 mph

140 mph

W/2

1.5W

112

160

118

145

205

2.5W

144

178

250

170

210

295

225

275

395

1 . Values in the table above are tor an 8 ft. top-floor ceiling height. For other ceiling
heights with roof slopes of 30° or less (7:12), values in the table shall be multiplied by:

Ceiling Height

10'
12'
16'
20'

Multiplier

1.2
1.4
1.8
2.3

2. For single-story buildings, values for roofs may be multiplied by 0.82 for 8 ft and 10
ft celling heights and 0.90 for all others.

3. For roof slopes over 30° (7:12), the following multiplier shall be applied for roof
slope and/or ceiling height indicated;

Roof Slope

Multiplier

8:12

0.11 CH-I-0.05W

10:12

0.11 CH + 0.065W

12:12

0.11 CH-I-0.08W

Where: CH = Ceiling Height in ft
W =Building Widthinft

MASONRY -CHAPTER 2

TABLE 208E
WIND UPLIFT LOADS AT TOP OF SIDEWALL

(Pounds per Truss/Rafter)
(NOTE: See 208.6 for requirements)

Roof&

Ceiiing

Dead Load'

100 mph

120 mphi

140 mpli

Building Width

24-

36'

44-

52-

60'

24'

36'

44'

52'

60-

24"

36'

44'

52'

60-

Uplift Loads for 12" truss/rafter spacing

5psf

310

445

535

630

720

400

570

690

810

930

580

830

1000

1165

1340

7psf

285

405

485

570

655

370

530

640

750

865

545

785

940

1105

1265

lOpsf

240

345

415

490

560

330

470

570

670

770

500

715

860

1010

1155

15psf

170

245

295

350

400

260

370

450

530

610

420

600

720

845

970

20psf

100

145

175

210

240

190

270

330

390

450

340

485

580

680

785

25psf

120

170

210

250

290

255

365

440

520

600

Uplift Loads for 16" truss/rafter spacing

5psf

415

595

715

835

960

535

765

920

1075

1235

775

1105

1330

1555

1790

7psf

375

540

650

760

875

495

710

855

1000

1150

725

1045

1235

1470

1690

lOpsf

320

460

555

650

750

440

630

760

890

1025

665

955

1145

1340

1545

15psf

230

325

395

465

535

345

495

600

705

810

560

795

960

1125

1295

20psf

135

195

235

275

320

255

365

440

515

595

450

640

775

905

1045

25psf

110

160

230

280

330

385

340

490

585

690

800

Uplift Loads for 24" truss/rafter spacing

5psf

620

890

1070

1255

1440

800

1145

1380

1615

1855

1155

1655

1995

2340

2680

7psf

565

810

975

1145

1315

745

1065

1280

1505

1725

1090

1560

1880

2205

2535

10psf

480

690

830

975

1120

660

945

1140

1335

1535

995

1425

1720

2015

2310

15psf

340

490

590

695

800

520

745

900

1055

1215

830

1190

1440

1690

1940

20psf

200

290

350

415

480

380

545

660

775

890

670

1040

1160

1365

1570

25psf

110

135

160

240

345

420

495

575

505

725

885

1040

1195

NOTES:

1 . Individual connector ratings stiall not be iess than 100 lbs for uplift.

EXCEPTION: Where roof tile is installed in accordance with the SBCCI Standard for Determining the Wind Resistance of Concrete and Clay
Roof Tile, the actual weight of the tile shall be permitted to be included in the total roof and ceiling dead load.

3. The following adjustments shall be permitted (uplift shall not be less than 100 lbs per connector after adjustment):

a. The required uplift capacity shall be permitted to be reduced by 30% (multiply by 0.70) for connections at least w/5 from corners but
not less than 6 feet.

b. The values in the tables assume a maximum eave height of 30 ft. When the eave height is 12 ft or less, the values shall be permitted
to be reduced by 20% (multiply by 0.80).

c. Footnote 3b shall be permitted to be applied simultaneously with footnote 3a.

MASONRY -CHAPTER 2
208.6 CONNECTIONS FOR WOOD ROOF SYSTEMS

208.6.1 Sidewall: Truss/Rafter to Bond Beam. Each truss/rafter shall be anchored at each end with rated connec-
tors capable of resisting the uplift and horizontal loads specified (Refer to Figure 208F).

1 . The connector shall be installed in accordance with the manufacturer's instructions.

2. The uplift design loads at each truss/rafter bearing shall be not less than specified in Table 208E. In addition
to uplift loads, connections shall be capable of resisting lateral loads parallel to the wall equal to the amount
determined in Table 208C times the connector spacing in feet. Loads perpendicular to the wall shall be as fol-
lows for an 8 ft ceiling height and roof framing spaced 24 inches on center:

100 mph - 200 lbs per roof framing member
120 mph - 250 lbs per roof framing member
140 mph - 350 lbs per roof framing member.
The following adjustments are required for loads perpendicular to the wall:

a) for ceiling heights other than 8 ft, multiply by ceiling height in ft divided by 8

b) for roof framing spaced other than 24 inches o.c, multiply by actual spacing in inches divided by 24.
For single-story buildings, the loads perpendicular to the wall may be multiplied by 0.9.

Install connectors per
manufacturer's recom-
mendation:

The first two connectors
shown are embedded in
bond beam.

The last two connectors
shown are attached to
bond beam with con-
crete screws.
Note: For rafter
construction, straps shall
extend such that the top
nail Is within 1 Inch of
the top of the rafter, or
preferably shall be wrapped
around the top of the rafter
with one or more nails
installed on the opposite
side of the rafter.

- Embedded truss anchor

Retrofit roof/truss tie .

attached to bond beam /
with masonry screws

Hurricane gusset angle
attached to bond beam
with masonry screws

FIGURE 208F

ROOF TO MASONRY SIDEWALL CONNECTION

DIRECT TO BOND BE.AM

208.6.2 Sidewall: Bolted Top Plate Alternate. See Figure 208G.

1. Materials shall comply with the following:

1 . Anchor bolts - Nominal 1/2 inch diameter A 307.

2. Washers - A 36, 2-inch diameter with 9/16-inch centered hole, 1/8" thick; or 2"x2"x1/8" thick square
washer with 9/16" centered hole.

3. Nuts - Steel nuts shall be supplied to fit the bolt by the bolt manufacturer.

4. Top plate shall be one of the following:

a. 2x4 with an F^, value of 21 50 (Southern Pine #2 or better).

b. 2x6 with an F^ value of 1216 (S-P-F #3 or better).

c. 2x8 with an Ft, value of 870 (S-P-F #3 or better).
NOTE: See Table 305A for F^, values of wood.

2. Anchor bolts shall be spaced as follows:

100 mph - 24" o.c. maximum
120 mph - 21" o.c. maximum
140 mph -16" o.c. maximum

3. The maximum bolt hole diameter in the top plate shall be 9/16 inch.

4. Where splices are necessary in the plate, a bolt shall be placed a maximum of 6 inches from each side of the
splice.

5. A bolt shall be placed a maximum of 12 inches from each end of a plate.

6. The truss/rafter shall be fastened to the top plate with rated connectors capable of resisting the loads speci-
fied above in 208.6.1(2). Installation shall be in accordance with manufacturer's instructions.

7. Where more nailing area is required for uplift connectors than is available on the 1 1/2" face of a single top
plate, connectors may be prenailed to the bottom (concealed) face of the plate or a double top plate may be
used.

MASONRY -CHAPTER 2

Note: For rafter
construction, straps shall
extend such that the top
nail is within 1 inch of
the top of the rafter, or
preferably shall be wrapped
around the top of the rafter
with one or more nails
installed on the opposite
side of the rafter.

FIGURE 208G

ROOF TO MASONRY SIDEWALL CONNECTION

BOLTED TOP PLATE ALTERNATE

208.6.3 Continuous Gable Endwalls: A 2x wood nailer shall be bolted to the rake beam at the top of the endwall
with 1/2" standard anchor bolts spaced per Table 205E (See Figure 205E). Roof sheathing shall be fastened to nailer
in the same manner as to other roof framing.

208.6.4 Gable Truss Endwalls: The roof system shall be fastened to the endwall bond beam to resist shear loads
from the roof diaphragm. Gable truss endwalls are permitted only when a ceiling diaphragm as specified in 206 is
provided to resist lateral wind pressures on the endwall.

1 . Direct Truss to Concrete or Masonry Connections: Anchor each gable end truss with rated connectors capa-
ble of resisting shear (in pounds) equal to the required diaphragm capacity at endwalls as determined in
Table 208D times the connector spacing (in feet) (Refer to Figure 207D).

2. Top Plate Alternate: A minimum 2x wood plate shall be bolted to the bond beam, 4 ft on center with 1/2 inch
anchor bolts or equal (Refer to Figure 207E). The plate shall be positioned on the beam so that it bears
against the inside face of the bottom chord of the gable truss. Nail the bottom chord to the plate with 16d
common or hot-dipped galvanized box nails 8 inches on center.

208.6.5 Wood-Framed Gable Endwalls: See Chapter 4, Combined Concrete or Masonry and Wood Exterior Wall
Construction.

208.6.6 Hip Roof Trusses at Endwalls: Connect trusses to endwalls using same methods as for sidewalls (See
208.6.1 and 208.6.2). Connections for hip trusses to wall shall resist the uplift loads shown in Table 208E as modified
by Table 208J. This method is for a step down hip system only (see Figure 208K). Truss-to-truss connections shall be
part of the truss design. Lateral loads parallel to the wall and lateral loads perpendicular to the wall are the same as in
208.6.1(2).

208.6.7 Interior Shearwall to Roof Connection: Connections shall be similar to those for endwalls (Refer to Figure
208H for connection of interior shearwall to roof system).

MASONRY -CHAPTER 2

ROOF SHEATHING

NAILING-
PER 208.3

-ROOF
SHEATHING

- NAILING
PER 208.3

2x NAILER-
BOLTED
6'-0"o.c.

BOND BEAM

NOT REQUIRED

-CAST-IN-PLACE
CONCRETE RAKE BEAM
w/1#5

DOUBLE GABLE -
TRUSS

-CEILING
NOT
REQUIRED

BOND-

BEAM

^ffl^

TOP CHORD

-WOOD STRUCTURAL
PANELS BOTH SIDES

^BOTTOM CHORD OF
JEUSS

-CEILING DIAPHRAGM
SEE 207.3

- NOTE:

TRUSS ANCHOR
ASSEMBLY OR
OTHER CONNECTOR

PREFERRED METHOD
FULL-HEIGHT SHEARWALL

ALTERNATE METHOD
USING CEILING DIAPHRAGM

FIGURE 208H
INTERIOR SHEARWALL TO ROOF CONNECTION

TABLE 208J
WIND UPLIFT LOADS FOR HIP ROOF STEP DOWN SYSTEM

Top plate to truss connection loads (lbs)

Hip Truss Member

From Table 208E

Find the Uplift Load

For

For 7-ft
Endjack System

For 11 -ft
Endjack System

Multiply Uplift Load By

Endjacks

24' Building Width

0.68

Cornerjacks

24' Building Width

0.75

0.85

Hipjack

24' Building Width with
Trusses @ 24" o.c.

1.1

#1 Hip Truss

Actual Building Width
with Trusses @ 24" o.c.

1.8

NOTES:

1 . Individual connector ratings shall not be less than 100 lbs for uplift.

3. The following adjustments shall be permitted (uplift shall not be less than 100 lbs per connector after adjustment):

1 . The required uplift capacity shall be permitted to be reduced by 30% (multiply by 0.70) for connections at least W/5 from corners but not
less than 6 feet.

2. The values in the tables assume a maximum eave height of 30 ft. When the eave height is 12 ft or less, the values shall be permitted to
be reduced by 20% (multiply by 0.80).

3. Footnote 3b shall be permitted to be applied simultaneously with footnote 3a.

MASONRY - CHAPTER 2

RIDGE LINE

COMMON

TRUSSES

/ \

STEP DOWN
HIP TRUSSES

/ \

/ /— DOUBLE MEMBER MAY BE REC

UIRED

#1HIP

CORNER
JACKS

COMMON
FRAMING

HIP JACK

\ \

\ \
NDJ

\
ACK

\
S

[

FIGURE 208K
HIP ROOF FRAMING USING TRUSSES

MASONRY - CHAPTER 2
209 OPEN STRUCTURES

209.1 GENERAL

209.1.1 Description: There are three general types of open structures addressed by this standard (See 102.1(6) for
graphic description):

1 . Unenclosed attached (3 sides open)

2. Unenclosed portions of the main building (1 or 2 sides open)

3. Open unattached (all sides open).

Examples of open structures are porches, carports, and decks.

209.1.2 Foundations: For unenclosed attached structures, other than that for the common wall with the main build-
ing, foundations shall be in accordance with 203 for a one-story building of the same size as the attached structure.
The foundation for the common wall shall be as required for the main building.

209.1.3 Common Walls: The common wall is the wall between an unenclosed attached structure and the main build-
ing. No increase in shear segment requirements shall be required for the common wall due to the attached structure.
One vertical No. 5 shall be provided at the juncture of the common wall and the ends of the attached structure (See
Figure 209B).

209.1.4 Bond Beam/Lintels: Bond beam/lintels or precast elements shall be rated for the applicable superimposed
uplift and gravity loads of Tables 209A, 2090 and 209E or shall be in accordance with 205.8, Beams Spanning
Openings.

209.1.5 Posts: Posts shall be constructed of standard masonry units or pilaster block or may be cast-in-place con-
crete. Maximum post height (to the top of the bond beam) shall be 1 feet. Posts shall contain the following minimum
reinforcement without column ties:

1 . 8" X 8": 1 #5 in the center.

2. 8" X 16": 1 #5 in each cell.

3. 16" x16" L-shaped (3-cell): 1 #5 in each cell.

4. 1 2" x1 2" & 1 6"x1 6" : 4 #5 one in each corner.

209.1.6 Columns: Columns shall be constructed of masonry units or pilaster block or may be cast-in-place concrete.
Maximum column height (to the top of the bond beam) shall be 10 fi:. Columns shall contain a minimum of four verti-
cal bars, one in each corner.

1 . Vertical column reinforcement shall be four No. 3 bars for 8x8 inch columns and four No. 5 bars for all other
column sizes.

2. Clearance from the vertical bar to the masonry unit shall be 1/2 inch. Minimum cover for cast-in-place
columns shall be 1 1/2 inches over the column ties.

3. Lateral ties of a minimum 1/4 inch diameter shall be used to enclose vertical column reinforcement as follows:

1 . Maximum vertical spacing of lateral ties shall not exceed the least nominal cross sectional dimension of
the column.

2. Lateral ties may be placed in the mortar joint (provided they are no larger than 1/4 inch diameter) or
they may be placed in the grout.

3. The bottom lateral ties shall be located vertically not more than one-half the lateral tie spacing above
the top of the footing, slab, or beam in any story. The top lateral tie shall not be more than one-half a lat-
eral tie spacing below the lowest horizontal reinforcement in the beam above.

209.1.7 Connection: The connection of columns and posts to the foundation below and to the bond beam at the top
shall be as follows:

1 . 8x8 inch: one No. 5 standard 90° hook into the support at the bottom and into the bond beam at the top.

2. 8x1 6 inch: two No. 5 standard 90° hooks (one in each cell) both at the bottom and at the top.

3. 1 2x1 2 inch and 1 6x1 6 inch :

Bottom: Four No. 5 standard 90° hooks (one at each vertical bar) extending from the foundation and spliced
with the vertical reinforcement;

Top: For corner columns or posts, three No. 5 standard 90° hooks into the bond beam, minimum, each
spliced to a vertical bar. For columns located other than at a corner, two No. 5 standard 90° hooks into the
bond beam shall be spliced to separate vertical bars.

209.2 UNENCLOSED ATTACHED STRUCTURES

209.2.1 Unenclosed attached structures are structures that are open on three sides and attached to the side or end-
wall of the building (Refer to Figure 209B). There are two types of unenclosed attached structures:

1 . Where the attached side is equal to or less than one-half the length of the wall to which it is attached (Y
L/2).

2, Where the attached side is greater than one-half the length of the wall to which it is attached (Y > L/2).

209.2.2 Maximum ceiling height shall be 10 ft.

209.2.3 Roof slopes shall to not exceed 30°.

MASONRY - CHAPTER 2

TABLE 209A

ADDITIONAL UPLIFT AND GRAVITY LOADS

OF UNENCLOSED ATTACHED STRUCTURES^

structure
Span ft

Upiift Loads (plf)2

Gravity Loads (plf)^

Y L/2

Y>U2

No
Attic
Storage

With

Attic

Storage

Deck

100 mp

120 mph

140 mph

100 mph

120 mph

140 mph

100

112

120

180

200

129

169

180

270

300

118

124

172

225

240

360

400

104

147

153

215

281

300

450

500

124

177

182

258

337

360

540

600

1 . Unenclosed attached structures include but are not limited to carports, porches, and decks.

2. Uplift loads:

a. Y U2 : Length of attachment (Y) is less than or equal to 1/2 of building dimension to which attached {L/2) (See Figure 209B).

b. Y > L/2 : Length of attachment (Y) is greater than 1/2 of building dimension to which attached (L/2) (See Figure 209B).

c. Total uplift at the top of the common wall for sizing connectors (if a single connector is used for both roofs) shall be determined by adding
the appropriate uplift of this table to that of Table 208E. Also, if the roofs coincide, an uplift value assigned to the overhang of the main
structure may be deducted as follows:

31 pif for 100 mph zone.
43plf for 120 mph zone.
56 pIf for 140 mph zone.

EXAMPLE 1 : 140 mph: For a one-story structure with a 20 ft wide attachment adjoining the 32 ft endwall of a 48 ft long building; roofs do

not coincide; Y > L/2.
Required uplift rating for attached structure connector = 281 pIf

EXAMPLE 2: 140 mph: For a one-story structure with a 20 ft wide attachment adjoining the 48 ft sidewall of a 32 ft wide building; roofs

coincide and a single connector is used for roofs on both sides; Y L/2:

Uplift from main building including overhang

Plus uplift from attached structure

Less overhang value

Total uplift on connector on common wall

: 617 pIf (Table 208E, by interpolation)

= 147plf (Table 209A)
764 pit
: 56 pIf

: 708 pIf

3. Total gravity loads for sizing beams and lintels in the common wall are determined in the same manner as for uplift above. Add the appropriate
gravity load for the attached structure from this table to that of appropriate Table 205P1 to 205P3. An overhang value of 60 pIf attributed to the
main building overhang may be deducted if the roofs coincide.

4. Values in this table may be interpolated.

MASONRY -CHAPTER 2

SPAN (24' MAX. )

MAIN
BUILDING

1 1

COMMON^ I
WALL _ I

€)

ROOF SLOPE

8"x 16" POST WITH
FOUNDATION (TYP.)
POST SHALL BE
ORIENTED PARALLEL
TO MAIN BUILDING

-OVERHANG

INTERMEDIATE POST
AS REQUIRED
ACCORDING TO
BEAM CAPACITY

BOND BEAM/LINTEL
(TYP.)

-ONE #5 CONTINUOUS IN FILLED CELL (TYP.)

MONOSLOPED ROOFS

BOND BEAM/LINTEL (TYP)

INTERMEDIATE POST AS REQUIRED
ACCORDING TO BEAM CAPACITY (TYP)

ONE #5

CONTINUOUS IN
FILLED CELL
(TYR)

MAIN A
rSuiLDING

COMMON
WALL

t--®:

20' MAX.

(TYP.)

ROOF SLOPE

(TYR)

®_

nsT

42' MAX.

-S'-xie'ROST
WITH FOUNDATION
(TYR) POST
SHALL BE
ORIENTED WITH
LONG DIMENSION
PARALLEL TO
MAIN BUILDING *

-OVERHANG

PITCHED ROOFS

* 8"x 16" POST WITH TWO #5s MAY BE REDUCED TO 8"x 8" POST
WITH ONE #5 IF MASONRY WALLS CONTAINING A 4 FT SHEAR
SEGMENT MINIMUM ARE AT LOCATIONS (A) OR (B)

FIGURE 209B
UNENCLOSED ATTACHED STRUCTURES

MASONRY - CHAPTER 2

209.3 UNENCLOSED PORTIONS OF MAIN BUILDINGS

2093.1 Unenclosed portions of the main building are partially enclosed (open on one or two sides).

2093.2 Uplift values of Table 208E shall be modified as stipulated in Table 209C.

209.3.3 Welded wire fabric shall be placed in the floor slab of the unenclosed area for the additional dead load
against uplift. This can be accomplished with either the stemwall header block foundation or monolithic slab as shown
in Section 203. A stemwall floating slab foundation shall not be permitted under the unenclosed walls of the building.

TABLE 209C

ADDITIONAL UPLIFT REQUIREMENTS

FOR UNENCLOSED PORTIONS OF BUILDINGS

Roof Span at

Additional Uplift (pif) at Roof

Unenclosed Area

Bearing to be Added to

Uplift from

Table 208E

12'

16'

125

20'

155

BOND BEAIWLINTEL
RATED FOR MINIMUM
REQUIREMENTS OF
TABLE 208C

INTERMEDIATE COLUMN
AS REQUIRED /-THREE-FILLED-CELL

ACCORDING TO / MASONRY COLUMN

\BEAM CAPACITY

MASONRY WALLS TO MEET

EXTERIOR WALL REQUIREMENTS
EXCEPT NO SHEAR SEGMENTS
ARE REQUIRED

-ROOF RIDGE

BOND BEAM/LINTEL
IN ACCORDANCE
WITH 205.8

NOTES:

1. Welded wire fabric is required for tfie slab of the unenclosed area. Slab shall be keyed or interlocked with wall and foundation (i.e.
Stemwall header block foundation or monolithic foundation).

2. Posts may be used instead of columns when supporting a roof and/or deck only and Wall A is loadbearing.

3. Wood beams/drag struts shall be allowed if connections meeting the requirements of Table 305L1 or Table 305L2 are met.

FIGURE 209D
REQUIREMENTS FOR UNENCLOSED PORTIONS OF MAIN BUILDING

MASONRY -CHAPTER 2

209.4 OPEN UNATTACHED STRUCTURES

209.4.1 Open unattached structures are completely free of walls on all sides as shown in Figure 209F. Roof slopes

shall not exceed 25°.

TABLE 209E
UPLIFT REQUIREMENTS AND MAXIMUM LENGTHS FOR OPEN UNATTACHED STRUCTURES

Structure

Width

(ft)

llnlif» 1 n^^<! Inlf\

Gravity Loads (pif)

^f""- •-"'■«*> VH";

No Attic
storage

With Attic
Storage

Deck

100 mph

120 mph

140 mph

240

360

400

300

450

500

100

360

540

600

120

420

630

700

135

480

720

800

NOTES:

1 . Beams shall be precast units rated for the appropriate above superimposed uplift and gravity loads or shall be in accordance with 205.2.

2. Uplift and gravity loads are superimposed (at top of beam). Values include up to a 2 ft overhang and shall be used for sizing beams and
truss anchors.

3. Corner post shall be 16 inches by 16 inches.

16"x 16" POST AT EACH CORNER (TYP.)

OVERHANG

-BEAM
SEE NOTES 1 AND 2 OF
TABLE 209E

POST SPACING

PER TABLE 209G

^INTERMEDIATE POST AS REQUIRED
ACCORDING TO BEAM CAPACITY

• MAX. LENGTH 40 FT .1.0P,MP,H.

32 FT laDMT.H.
26 FT 140 M. P. H.

• ALTERNATIVELY 16"x 16" INTERMEDIATE POST MAY BE
PROVIDED @ 20'.0"0.C. (16'-0" IN 100 M.PH. ZONES)
WITH NO LIMIT REGARDING LENGTH

FIGURE 209F
OPEN UNATTACHED STRUCTURES

209.4.2 Post spacing in open unattached structures shall be in accordance with Table 209G.

TABLE 209G
MAXIMUM SPACINGS OF POSTS

Gravity Load

(from Table 208A

or Table 208E)

IVIaximum Spacing (ft)

8x8
Post

8x16
Post

16x16
Post

0-200
300
400
500
600
700
800

24
22
18
15
13
11
10

24
24
24
24
24
23
20

24
24
24
24
24
24
24

NOTE: If alternative provision of Figure 209F for extending the length of an
open unattached structure is utilized, the provisions of this table do not apply.

MASONRY -CHAPTER 2

210 EXTERIOR WALL VENEERS

210.1 STUCCO

Application of stucco (portland cement piaster) shall be in accordance with ASTM C 926, Application of Portland
Cement Based Plaster. Flashing shall be installed such that it directs water from the drainage plane away from the
interior of the building.

210.2 BRICK VENEER

Figure 21 OB shows the application of brick veneer to a one- or two-story concrete or masonry wall, for buildings with
slab-on-grade foundation. Use Table 21 OA for metal ties thickness and spacing. A water-resistant barrier shall be
applied between the masonry or concrete wall and brick veneer.

210.3 VINYL SIDING

Vinyl siding shall be tested or designed to comply with the wind load requirements of Section 1609 of the International
Building Code.

TABLE 21 OA
METAL TIES FOR BRICK VENEER

Metal Tie Type

Maximum Gage or
Minimum Thickness

Maximum Spacing (In.)

Rectangular (Box)

16"o.c. vert. &32"horiz.

Ladder or Truss

16"o.c. vert.

Adjustable Ladder

16"o.c. vert. &32"horiz.

Corrugated

16"o.c. vert. &32" horiz.

FLASHING w/
WEEPHOLES
EVERY 24"o.c.

ONE-STORY BRICK/BLOCK WALL

TWO-STORY BRICK/BLOCK WALL

NOTE 1:

THE AIR SPACE BETWEEN THE BRICK AND BLOCK
WALLS SHALL BE ONE INCH MINIMUM AND TWO INCHES
MAXIMUM IN WIDTH.

FIGURE 210B
TYPICAL WALL SECTIONS - BRICK VENEER ON CONCRETE MASONRY WALLS

WOOD - CHAPTER 3

CHAPTER 3
BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

301 SCOPE

This chapter prescribes construction requirements for buildings where all exterior walls above the foundation are
wood framed and where the building meets the parameters and requirements of Chapter 1. Except as otherwise
noted herein, interior walls and partitions may be of any construction permitted by the code.

Where figures show masonry units for walls, concrete walls shall be permitted. Where the nominal dimension of 8
inches thick are used for masonry units, the equivalent dimensions for concrete walls shall be permitted to be 7.5
inches.

302 GENERAL

302.1 FASTENERS AND CONNECTORS

This standard contains figures showing connectors. The connectors are shown for illustrative purposes
only. The illustration of the connectors is not intended to endorse any connector manufacturer. In order
to choose the appropriate connector please check with the connector manufacturer.

302.1.1 A continuous load path between footings, foundation walls, floors, studs, and roof framing shall be provided.

302.1.2 Approved connectors, anchors, and other fastening devices shall be installed in accordance with the manu-
facturer's recommendations. Where fasteners are not otherwise specified in this standard, fasteners shall be
provided in accordance with Table R602.3(1) of the International Residential Code. Nails, screws, or bolts
shall be able to resist the forces specified in this Standard. Screws shall comply with requirements contained in
the National Design Specifications for Wood Construction.

302.1.3 r^etal plates, connectors, screws, bolts and nails exposed directly to the weather, subject to salt corrosion
in coastal areas, as determined by the building official, or in contact with treated wood shall be stainless steel, hot
dipped galvanized after the fastener or connector is fabricated to form a zinc coating not less than 1 oz per sq ft,
or hot dipped galvanized with a minimum coating of 1 .8 oz per sq ft of steel meeting the requirements of ASTM A 90
Triple Spot Test.

302.1.4 Unless otherwise stated, sizes given for nails are common wire nails (See Table 12.3B of the American
Forest and Paper Association's (AF&PA) National Design Specifications for Wood Construction).

303 FOOTINGS AND FOUNDATIONS

303.1 GENERAL

303.1.1 Design: All exterior walls, bearing walls, interior shearwalls, columns, and piers shall be supported on con-
crete footings, piles, or other approved structural systems which shall be of sufficient design to support safely the
loads imposed as determined from the character of the soil (Refer to Figures 303A-303F for typical foundation
details). Reinforcement shown is for uplift forces only. Provide other reinforcement as required in chapters 18 and 19
of the Standard Building Code.

303.1.2 Masonry Units: Masonry units shall be hollow or solid concrete units in accordance with ASTM C 90 or C
145 and shall have a minimum net area compressive strength of 1900 psi. Masonry units shall be hollow or solid clay
units in accordance with ASTM C 62, C 21 6 or C 652 and shall have a minimum net area compressive strength of
4400 psi.

303.1.3 Mortar: Mortar shall be either Type M or S in accordance with ASTM C 270.

303.1.4 Grout: Grout shall have a maximum coarse aggregate size of 3/8 inch placed at an 8 to 11 inch slump and
have a minimum specified compressive strength of 2,000 psi at 28 days when tested in accordance with ASTM C
1019, or shall be in accordance with ASTM C 476. Grout shall be placed in max. 5 foot lifts and properly consolidated.

303.1.5 Concrete

303.1.5.1 Concrete shall have a minimum specified compressive strength of 2500 psi at 28 days.

303.1.5.2 Concrete containing reinforcement that will be exposed to chlorides for deicing chemicals, salts, salt water,
brackish water, sea water, or spray from these sources shall meet the durability requirements in Section R402 of the
International Residential Code.

303.1.6 Reinforcing Steel: Reinforcing Steel shall be minimum Grade 40 and identified in accordance with ASTM A
615, A 616, A 617, or A 706.

WOOD - CHAPTER 3

303.1.7 Metal Accessories: Joint reinforcement, anchors, ties, and wire fabric shall conform to the following stan-
dards:

1 . ASTM A 82 for joint reinforcement and wire anchors and ties.

2. ASTM A 36 for plate, headed and bent bar anchors.

3. ASTM A 366 for sheet metal anchors and ties.

Metal accessories for use in exterior wall construction and not directly exposed to the weather shall be galvanized in
accordance with ASTM A 1 53, Class B-2. Metal accessories for use in interior wall construction shall be mill galva-
nized in accordance with ASTM A 641 , Class 1 .

303.1.8 Mortar Joints and Reinforcement.

303.1.8.1 All mortar joints for hollow unit masonry shall extend the full width of face shells. Mortar joints for solid
masonry shall be full head and bed joints.

303.1.8.2 Bed joints shall be 3/8 inch (± 1/8 inch) thick. Head joints shall be 3/8 inch (+ 3/8 inch or -1/4 inch) thick.

303.1.8.3 The bed joint of the starting course placed over footings shall be permitted to vary in thickness from a mini-
mum of 1/4 inch to a maximum of 3/4 inch.

303.1.8.4 Masonry walls shall be running bond or stack bond construction. Walls of stack bond construction, in addi-
tion to required vertical reinforcement, shall be provided with a minimum of 9 gage horizontal joint reinforcement
placed in bed joints not more than 1 6 inches on center.

303.1.8.5 Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of
5/8 inch when exposed to earth or weather and 1/2 inch when not exposed to earth or weather.

303.1.9 Cover Over Reinforcement.

303.1.9.1 For foundations, minimum concrete cover over reinforcing bars shall be:

1 . 3 inches in foundations where the concrete is cast against and permanently in contact with the earth.

2. 1 1/2 inches for No. 5 and smaller bars and 2 inches for No. 6 and larger bars where concrete is formed and will
be exposed to the earth or weather.

In narrow footings where insufficient width is available to accommodate a standard 90 degree hook and provide the
required concrete cover, the hook shall be rotated in the horizontal direction until the required concrete cover is
achieved.

303.1.9.2 For concrete elements where concrete is not exposed to weather, the minimum concrete cover for reinforc-
ing shall be 1 1/2 inches regardless of bar size.

303.1.9.3 For concrete elements where concrete is exposed to weather, the minimum concrete cover for reinforcing
shall be:

1 . 1 1/2 inches for No. 5 bars and smaller.

2. 2 inches for No. 6 bars and larger.

303.1.9.4 Reinforcing bars embedded in grouted masonry cells shall have a minimum clear distance of 1/4 inch for
fine grout or 1/2 inch for coarse grout between reinforcing bars and any face of a cell.

303.1.9.5 Reinforcing bars used in masonry walls shall have a masonry cover (including grout) not less than:

1 . 2 inches for masonry units with face exposed to earth or weather.

2. 1 1/2 inch for masonry units not exposed to earth or weather.

303.2 STEMWALL FOUNDATIONS

303.2.1 Footings.

303.2.1.1 Footings for stemwalls for a one-story or a two-story building shall be at least 20 inches wide by 10 inches
thick and shall be reinforced with two No. 5 continuous bars.

303.2.1.2 Footings shall be level or shall be stepped so that both top and bottom of such footings are level.

303.2.2 Exterior Foundation Walls: Exterior foundation walls shall extend no more than 3 ft above the finish grade
and shall be constructed with minimum 8 inch concrete masonry units in accordance with Figures 303A, B, and C or
shall be constructed with a minimum 6 inch hollow clay brick or minimum 3 inch solid clay brick and minimum 4 inch
hollow concrete masonry unit in accordance with Figure 303D1 , D2, or D3.

303.2.2.1 Reinforcing for foundation walls illustrated in Figures 303A, B, and C shall comply with the following:

1 . An 8x8 inch concrete or CMU bond beam with one No. 5 bar shall be used at the floor level. Reinforcing shall be
continuous at corners by use of corner bars or bending; minimum lap is 25 inches.

2. Vertical reinforcement consisting of one No. 5 bar shall be used at 4 ft on center and shall terminate in the bond
beam with a standard hook.

3. Footing dowel bars embedded a minimum of 6 inches into the footing shall be provided for all required vertical
reinforcement. Dowels shall lap wall reinforcing a minimum of 25 inches.

4. All footing dowel bars shall have a standard 90 degree hook.

EXCEPTION: If uplift connectors are continuous from the exterior wall into the footing, vertical reinforcement is
not required except at corners.

WOOD - CHAPTER 3

303.2.2.2 Loads on foundation walls illustrated in Figures 303D1 , D2 and D3 shall comply with the following:

1 . The uplift force on each strap shall not exceed 1 ,680 lb.

2. For the foundation wall shown in Figure 303D1 , the sum of the required shear capacities stated in Tables
304B1, 304B2, 307H1, and 307H2, as applicable, shall not exceed 421 pif.

3. For the foundation wall shown in Figure 303D2, the sum of the required shear capacities stated in Tables
304B1 , 304B2, 307H1 , and 307H2, as applicable, shall not exceed 389 pIf.

4. For the foundation wall shown in Figure 303D3, the sum of the required shear capacities stated in Tables
304B1 , 304B2, 307H1 , and 307H2, as applicable, shall not exceed 307 pIf.

303.2.3 Sill Plate to Foundation Anchorage: For the foundation system illustrated in Figures 303A, B and C, sill
plates shall be anchored to the foundation system with anchor bolts having a minimum bolt diameter of 5/8 inch and
3"x3"x1/8" washers. A minimum of one anchor bolt shall be provided within 6 to 12 inches of each end of each plate.
Anchor bolts shall have a minimum embedment of 7 inches in concrete or concrete/masonry foundations. Anchor
bolts shall be located within 1 2 inches of corners and at spacings not exceeding 4 feet on center.

When uplift connectors are provided at every full length stud and are continuous from the exterior wall into the foun-
dation wall, anchor bolt spacings may be increased to 6 feet on center for one story buildings. Standard washers may
be used (See Table 303.2.3).

TABLE 303.2.3
SILL PLATE TO FOUNDATION ANCHORAGE

Fastest Mile WIndspeed (mph)

100

120

140

Anchor Bolt
Resisting

Foundation
Supporting:

IVIaximum Anchor Bolt Spacing (ft)

Lateral, Shear &
Uplift Loads

1 Story
2 Stories

3
3

2
2

Lateral & Shear
Loads Only

1 Story
2 Stories

6
4

303.2.3.1 For the foundation wall systems illustrated in Figures 303D1, D2, and D3, galvanized or stainless steel
straps shall be nailed to a minimum 2x6 inch nominal rim joist with a minimum of nine 16d nails. Straps shall be a
minimum of 2 1/16 inches in width and 12 gage in thickness. Straps shall be embedded into the concrete footing a
minimum of 4 inches and shall have a minimum horizontal leg extension of 1 3/4 inches.

303.2.3.2 Stemwall foundations with a slab-on-grade shall meet the wall to foundation anchorage requirements speci-
fied in 303.3.2. (See Figure 303G).

303.2.4 Interior Foundation Walls: Interior foundation walls shall be the same as for exterior walls except that verti-
cal reinforcing is only required where walls subject to uplift or shear are supported. Interior monolithic slab-on-grade
foundations may be used with exterior stemwall foundations.

303.2.5 Interior Foundation Piers. Interior foundation piers shall be constructed using minimum 8 inch by 16 inch
concrete masonry units with 1 #4 vertical bar extending from the footing into each cell. Anchor straps shall be provided
connecting the pier to the interior girder.

WOOD - CHAPTER 3

#5 FOOTING DOWEL LAP

25"MIN.w/WALL

REINFORCEMENT

8x8 CONCRETE OR
CMU BOND BEAM

#5 WALL REINF.

■-0"o.c. w/ GROUTED CELL

STANDARD HOOK

FIGURE 303A
WOOD FLOOR TO CONCRETE OR MASONRY STEMWALL

2x6 SILL PLATE-

5/8" ANCHOR BOLT SPACED PER 303.2.3

BOND
BEAM

REINFORCING

■MmiiP-m mMmmmkmm

Fil/^WALL REINR @ 8'o.c.
M_ w/ GROUTED CELL

FOOTING

\ \ \ M

X".

1 1/2" MIN. COVER

6" MIN EMBEDMENT

-25" MIN.
SPLICE LENGTH
TYPICAL

STANDARD HOOK

FIGURE 303B
SILL PLATE TO STEMWALL CONTINUITY REINFORCEMENT

WOOD - CHAPTER 3

FIGURE 303C
TYPICAL FOUNDATION TIE-DOWN METHOD

- GALVANIZED OR STAINLESS STEEL STRAPS,
MIN. 2 1/16" WIDE BY 12 GAGE THICK,

\fi^,i^''''wo ^°^ "°''y MIN. NINE 16d NAILS PER STRAP

\THAN 36 o.c. TYP. />j,

-SILL PLATE

RIM JOISTS

MIN. 8" MASONRY WALL

MIN. g GAGE GALVANIZED JOINT
REINF. AT MAX. 16"o.c.

MIN. 0.75* COLLAR JOINT SOLIDLY FILLED
WITH GROUT OR TYPE S MORTAR

- STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN 4" EMBEDMENT
INTO FOOTING, MIN. 1.75" HORIZ. LEG EXTENSION

MIN. 18 GAGE PLATE
CONNECTORS AT MAX.
12"o.c. TYP.

FIGURE 303D1, PART A

WOOD - CHAPTER 3

- GALVANIZED OR STAINLESS STEEL STRAPS,,
MIN. 2 1/16" WIDE BY 12 GAGE THICK,
STRAPS SPACED NOT MORE

, THAN 36"o.c. TYP.

SILL PLATE

-RIMJOISTS

-FLASHING

-MIN. 18 GAGE PLATE
CONNECTORS AT MAX.
12"o.c. TYR

MIN. NINE 16d
NAILS PER STRAP

MIN. 8" MASONRY WALL

MIN. 9 GAGE GALVANIZED JOINT
REINF. AT MAX. 16"o.c., TYP.

MIN. .75" COLLAR JOINT SOLIDLY
FILLED WITH GROUT OR TYPE S MORTAR

STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN. 4" EMBEDMENT
INTO FOOTING, MIN. 1.75" HORIZ. LEG EXTENSION

FIGURE 303D1, PART B

WOOD - CHAPTER 3

GALVANIZED OR STAINLESS STEEL STRAPS,
MIN. 2 1/16" WIDE BY 12 GAGE THICK,
STRAPS SPACED NOT MORE
THAN 36"o.c. TYP.

;— RIM JOISTS

MIN. NINE 16d
NAILS PER STRAP
SILL PLATE

-MIN. 18 GAGE PLATE
CONNECTORS AT MAX.
12-o.c. TYR

MIN. NOMINAL 6" HOLLOW
CLAY BRICK MASONRY WALL

ENTIRELY FILL VOIDS WITH STRAPS
WITH GROUT OR TYPE S MORTAR

STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN. 4" EMBEDMENT
INTO FOOTING, MIN. 1.75" HORIZ. LEG EXTENSION

FIGURE 303D2

WOOD - CHAPTER 3

GALVANIZED OR STAINLESS STEEL STRAPS,
-MIN. 2 1/16" WIDE BY 12 GAGE THICK,
MIN. 2" FROM EDGE OF PIER, TYR

MIN. NINE 16d NAILS PER STRAP
SILL PLATE

- DOUBLE RIM JOISTS

MIN. 18 GAGE PLATE
CONNECTORS AT MAX.
12"0.0.,TYR

MIN. 8"x 16" MASONRY PIER, TYR
MIN. 3" MASONRY CURTAIN WALL

MIN. TWO 9 GAGE BOX TIES OR TWO
MASONRY HEADERS AT 8"o.c. EACH PIER

STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN. TWO STRAPS PER PIER,
MIN. 4- EMBEDMENT INTO FOOTING, MIN. 1.75- HORIZ. LEG EXTENSION

FIGURE 303D3, PART A

GALVANIZED OR STAINLESS STEEL STRAPS,
- MIN. 2 1 /1 6" WIDE BY 1 2 GAGE THICK,
MIN. 2" FROM EDGE OF PIER, TYR

MIN. NINE 16d NAILS PER STRAP
SILL PLATE

-MIN. NINE 16d NAILS PER STRAP
-FLASHING

r— DOUBLE RIM JOISTS

MIN. 18 GAGE PLATE
CONNECTORS AT MAX.
12"o.c., TYP.

MIN. 8"x 16- MASONRY PIER, TYR
MIN. 3" MASONRY CURTAIN WALL

MIN. TWO 9 GAGE BOX TIES OR TWO
MASONRY HEADERS AT 8"o.c. EACH PIER

STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN. TWO STRAPS PER PIER,
MIN. 4" EMBEDMENT INTO FOOTING, MIN 1.75" HORIZ. LEG EXTENSION

FIGURE 303D3, PART B

WOOD - CHAPTER 3

303.3 MONOLITHIC SLAB-ON-GRADE FOUNDATIONS

303.3.1 Concrete slabs and footings shall be poured as a monolithic unit. The minimum size and reinforcing require-
ments for exterior footings for uplift resistance shall be as shown in Table 303D. The outer bar of foundation reinforc-
ing shall be continuous around corners using corner bars or by bending the bar. Minimum bar lap shall be 25 inches.

TABLE 303D
MINIMUM MONOLITHIC FOOTING SIZE - 1 & 2 STORY

Reinforcing

One Story

20"

12"

2- #5

Two Stories

20"

16"

2- #5

1 . Thickness of footing includes thickness of slab.

303.3.2 Wall to Foundation Anchorage: Wall bottom plates shall be anchored to a slab-on-grade foundation system
with anchor bolts having a minimum bolt diameter of 5/8 inch and 3"x3"x1/8" washers. A minimum of one anchor bolt
shall be provided within 6 to 12 inches of each end of each plate. Anchor bolts shall have a minimum embedment of 7
inches in concrete slabs-on-grade. Anchor bolts shall be located within 12 inches of corners and at spacings as spec-
ified in Table 303.3.2 for anchor bolts resisting lateral, shear, and uplift loads. Approved alternative plate anchors and
wall anchoring systems shall be installed in accordance with the manufacturer's published recommendations and
shall meet the following design requirements.

a. Shear in the plane of the wall per Tables 305P1 through 305P3.

b. Uplift loads per Tables 305F1 and 305F2.

c. Lateral loads perpendicular to the plane of the wall equal to 213 pif.

When uplift connectors are provided at every full length stud and are continuous from the exterior wall into the foun-
dation wall, anchor bolt spacings may be increased to 3 feet on center for one story buildings. Standard washers may
be used (See Table 303.3.2).

TABLE 303.3.2
WALL TO FOUNDATION ANCHORAGE

Fastest Mile Windspeed (mph)

100

120

140

Anchor Bolt
Resisting

Foundation
Supporting:

Maximum Anchor Bolt Spacing (ft)

Lateral, Shear &
Uplift Loads

1 story
2 stories

2
2

1 1/2
1 1/2

Lateral & Shear
Loads Only

1 story
2 stories

3
2

1 1/2

3
1 1/2

303.3.3 Interior Footings: Under slabs, interior footings shall be the width, W, of the exterior footings and the thick-
ness, T, shall be a minimum of one half the width, W (See Figure 303F).

WOOD - CHAPTER 3

6x6W1.4xW1.4W.W.F.
DOUBLE 3- @ EDGE

f-3" MIN.
^ COVER

6x6W1.4xW1.4W.W.F.

FIGURE 303E
MONOLITHIC EXTERIOR FOOTING

FIGURE 303F
MONOLITHIC INTERIOR FOOTING

7" EMBEDMENT

#5 FOOTING DOWEL LAP
25" MIN. w/ WALL
REINFORCEMENT

5/8" DIA. ANCHOR BOLTS w/ 3x3x1/8" WASHER
SPACED PER TABLE 303.3.2

2x SILL PLATE

SLAB KEYED TO STEM WALL

W.W.F. (3x6W1.4xW1.4 0R

FIBER REINFORCED

^ #5WALLRE1NF.

)4'o.c.w/ GROUTED CELL
TERMINATING IN HEADER BLOCK
WITH STANDARD 90° HOOK

— MIN. 6" EMBEDMENT

3" MIN.
COVER

FIGURE 303G
STEMWALL FOUNDATION WITH SLAB-ON-GRADE

WOOD - CHAPTER 3

303.4 WOOD PILES

303.4.1 Piles: Piles supporting structures shall be designed by a registered design professional.

303.4.2 Girders: Girders, including connections to piles, shall be designed by a registered engineer or architect.

303.4.3 Preservative Treatment: All wood piles shall be preservatively treated in accordance with the requirements
of AWPA C3 for Piles or AWPA C24 for Sawn Timber Piles.

303.4.4 Structural Loads: The piles and girders shall be designed to resist uplift, shear, and lateral loads. The uplift
and shear design loads on the girders and piles shall be not less than the figures shown in Table 303G.

TABLE 303G
MINIMUM UPLIFT AND SHEAR LOADS ON GIRDERS

100 mph

120 mph

140 mph

Uplift on Girders (pif)

1 story

375

575

900

2 Story

200

450

815

Shear on Girders (pIf)

1 Story

250

300

410

2 Story

550

675

960

303.4.5 Connections: The exterior walls shall be anchored to the girders and shall be able to resist the loads in
Table 303G. Holddown connectors for sheanwalls are required. The size and bolt requirements of the holddown con-
nectors shall be in accordance with 305.7 and shall be installed in accordance with the recommendations of the man-
ufacturer.

FIGURE 3031

FLOOR JOIST OVER GIRDER

WALL TO GIRDER CONNECTION

WOOD - CHAPTER 3

FIGURE 303J
FLOOR JOIST TO GIRDER CONNECTIONS

304 FLOOR SYSTEMS

304.1 CONCRETE FLOORS

304.1.1 Concrete floors may be cast in place or of precast hollow core units.

304.1.2 A concrete slab-on-grade used in conjunction with the exterior stemwall foundations described in 303.2 shall
have 6x6 W1 .4 X W1 .4 welded wire fabric or synthetic fiber reinforcement in the slab and the slab shall be keyed into
or tied to the foundation.

304.1.3 The top of a monolithic slab-on-grade shall be at least 8 inches above finished grade. The slab shall be not
less than 3 1/2 inches thick. The slab shall have 6x6 W1 .4 X W1 .4 welded wire fabric at mid-height or synthetic fiber
reinforcement. A double layer of 6x6 W1.4 X W1.4 welded wire fabric 3 feet wide shall be provided around the
perimeter of the slab (See Figure 303E).

304.2 WOOD FLOORS

304.2.1 Floor Joists: Floor joists shall be sized in accordance with the American Forest and Paper Association's
(AF & PA) Span Tables for Joists and Rafters.

304.2.2 Wood l-Joists: Single or continuous span l-joists shall comply with the manufacturer's code evaluation
report.

304.2.3 Floor Trusses: Floor trusses shall be in accordance with ANSI/TPI-1.

304.2.4 Floor Sheathing Thickness: Floor sheathing shall be a minimum of 7/16-inch wood structural panels
installed with long dimension perpendicular to framing and with end joints staggered (See Figure 304A).

304.2.5 Floor Sheathing Spans: Floor framing shall be spaced such that the sheathing spans do not exceed those
specified in Table R503.2.1.1(1) of the International Residential Code. In no case shall spacing exceed span ratings
shown on panels.

304.2.6 Connections: The floor joists/trusses shall be fastened to the sill plate or top plate in accordance with
Table 602.3(1) of the International Residential Code. In addition, uplift connectors shall be provided to resist
uplift loads shown in Tables 305F1-F2 (See 305.3.2).

304.2.7 Bracing: Bracing provides full depth blocking, perpendicular to the floor framing members in the first two
framing spaces at each end of floor system, spaced 4 feet on center maximum (See Figure 304A).

304.2.8 Fastening: Fastening shall be in accordance with Table R602.3(1) of the International Residential Code
and Tables 304C1 and 304C2, in order to provide the required shear capacities.

WOOD - CHAPTER 3

FLOOR FRAMING
(SHOWN @ 24"o.c.)

BLOCKING @ 48"o.c. MAX. IN
FIRST TWO FRAMING SPACES
AT EACH END

FLOOR
JOIST

2x BLOCKING
FULL DEPTH
OF JOIST

FIGURE 304A
FLOOR BRACING AT ENDWALLS

304.3 FLOOR DIAPHRAGMS

Floor sheathing and fasteners shall be capable of resisting the total shear loads specified in Table 304B1 and 304B2
for the applicable distance between shear walls. Shear capacities for wood floor diaphragms shall be based on the
spacing of the floor framing members, sheathing material, sheathing thickness, nail size and nail spacing as specified
in Table 304C1 and Table 304C2.

TABLE 304B1
FLOOR DIAPHRAGM REQUIREMENTS AT SIDEWALLS
(Wind Parallel to Sidewalls)

Floor

Required Floor Diaphragm Shear
Capacity (plf)i'2

100 mph

120 mph

140 mph

2nd Floor of Two Story

115

165

1st Floor over Crawl Space

105

1 . The values In the table above assume an 8 ft wall height. When using a wall height of 1 ft, the required shear capacity
shall be Increased by 25 percent.

2. For floors on pile foundations, use Second Floor requirements.

3. When building length (L) is not equal to building width (W), multiply table values by W divided by L (W/L).

WOOD - CHAPTER 3

TABLE 304B2
FLOOR DIAPHRAGM REQUIREMENTS AT ENDWALLS
(Wind Parallel to Endwalls)

Maximum

Distance

Between

Shearwalls

Required Floor Diaphragm Shear Capacity (plf)^'2

100 mph

120 mph

140 mph

1st
Floor

2nd
Floor

1st
Floor

2nd
Floor

1st
Floor

2nd
Floor

W
2W
3W
4W

80
150
215
280

130
230
335
435

100
180
265
345

160
285
410
540

140
255
375
485

220
400
580
755

1. The values in the table above assume an 8 ft wall height. When using a wall height of 10 ft, the required shear capacity shall be
increased by 25 percent.

2. For floors on pile foundations, use Second Floor requirements.

TABLE 304C1
SHEAR CAPACITIES FOR HORIZONTAL DIAPHRAGM ASSEMBLIES

Framing Species
G 0.49

Framing Species
0.49 >G 0.42

Framing Spp
G < 0.42

cies

Panel Edge Nail Spacing (in.)^

Blocked Diaphragms

Blocked Di£

phragms

1 21

Sheathing Material

Sheathing
Thici<ness

Nail
Size

Ailowabie Shear Capacity (pif)

Structural 1

3/8

250

380

505

740

840

210

310

415

610

685

160

245

330

485

545

15/32

lOd

300

450

595

895

1020

245

365

490

735

840

195

295

385

580

665

Sheathing
Grade

3/8

175

260

350

525

590

145

210

285

435

485

110

170

230

345

385

225

335

450

670

765

210

310

415

610

685

160

245

330

485

545

7/16

240

355

475

705

805

210

310

415

610

685

160

245

330

485

545

15/32

250

380

505

740

840

210

310

415

610

685

160

245

330

485

545

lOd

265

405

540

805

915

245

365

490

735

840

195

295

385

580

665

19/32

lOd

300

450

595

895

1020

245

365

490

735

840

195

295

385

580

665

G - Specific gravity of framing species

1 . Framing shall be 3 inches nominal or wider and nails shall be staggered.

2. When panel edges are staggered over common framing members, and the load is parallel to the framing members, tabulated values shall
be permitted to be increased 33%.

3. Nails of the same size required for panel edges shall be placed along all intermediate framing at 1 2 inches on center.

WOOD - CHAPTER 3

TABLE 304C2
SHEAR CAPACITIES FOR HORIZONTAL DIAPHRAGM ASSEMBLIES

Sheathing Material

Thicicness of
Material

Nail
Size

Diaphragm
Construction

Nail Spacing (in.)

Shear Capacity
(Pif)

Panel Edges

Intermediate
Supports

Gypsum Wallboard

1/2

5d Cooler Nails or 1-1/4
Drywall Screws

Unblocked^

702

Lumber Sheathing

5/8 or 3/4

8d Common Nails

Straight
Sheathing

2 per Support

Diagonal
Sheathing

2 per Support

300

Special 2-
Layer

Diagonal

Sheathing

2 per
Support/Layer

2 per Support/Layer

600

1 . Solid blocking is required at the diaphragm perimeter.

2. Tabulated shear capacity can be increased to 90 pit when ceiling framing members are spaced not more than 1 6 inches on center.

305 WOOD-FRAMED WALL SYSTEMS

305.1 GENERAL

305.1.1 Under this Standard, exterior walls sliail be designed to resist lateral forces (perpendicular to the plane of the
wall), uplift forces (vertically in the plane of the wall), and shear forces (horizontally in the plane of the wall). The
designs shall be based on wind speed, the size, spacing, and bending strength of studs, the fastening and connecting
of all framing members, and the thickness, strength, stud length and attachment methods of exterior and interior
sheathing.

305.1.2 Where a specific species and grade of lumber is given in tables in this Standard, a species and grade with
equivalent or greater design values is permitted. The design values contained in Design Values for Wood
Construction, a supplement to the National Design Specification for Wood Construction, shall be used to determine
equivalency of substituted material. Adjusted Fb values for some common species are shown in Table 305A.

305.1.3 Wall sheathing materials. Wall sheathing shall be a minimum 15/32 in. wood structural panels fastened with
8d common or 8d hot dipped galvanized box nails spaced at 6 in. o.c. at edges and 12 in. o.c. at intermediate framing.

EXCEPTION: Where stronger or weaker shearwalls are required.
Other approved structural sheathing material shall be permitted provided it is designed to meet the suction and com-
pression loads as required by Section 1609 of the International Building Code.

WOOD - CHAPTER 3

TABLE 305A
Fb VALUES FOR STUDS RESISTING WIND

ALLOWABLE F^ FOR COIVIIVION SPECIE COIVIE}INATIONS AND GRADES

Lumber
Species
Combi-
nations

Grade

Exterior Sheathing

IVIinimum Sheathing
Materialsi

Wood Structural Panels^

2x4

2x6

2x8

2x4

2x6

2x8

^Allowable Fb

^Allowable F,,

Douglas
Fir-Larch

Stud

Const.

Std.

4000
2750
2400
1400
1350
1850
1000

3450
2400
2100
1200
1250

3200
2200
1950
1100

5200
3600
3100
1800
1750
2400
1300

4200
2900
2550
1450
1500

3600
2500
2200
1250

Hem-Fir

Stud

Const.

Std.

3850
2600
2350
1400
1350
1800
1000

3350
2250
2050
1200
1250

3100
2100
1900
1100

5000
3400
3050
1800
1750
2350
1300

4100
2750
2500
1450
1500

3500
2350
2150
1250

Southern
Pine

Stud

Const.

Std.

5250
3400
2750
1550
1600

2000
1150

4700
3050
2300
1400
1450

4250
2750
2200
1300

6800
4400
3600
2000
2100

2600
1500

5700
3700
2800
1700
1750

4800
3100
2500
1450

Spruce-
Pine-Fir

SS
#1&#2

Stud

Const.

Std.

3450
2400
1400
1350
1800
1000

3000
2100
1200
1250

2750
1950
1100

4500
3100
1800
1750
2350
1300

3650
2550
1450
1500

3100
2200
1250

1 . These values assume minimum sheathing material capable of distributing loads to the studs.

2. These values and values for other species can be found in the American Forest and Paper Association's (AF&PA) 1991 National Design
Specification for Wood Construction (ANSI/NFPA NDS-1991). These values have been increased using the size factor, load duration, and
repetitive member adjustments. The repetitive member adjustment assumes minimum sheathing materials are used.

3. These values take into consideration the load sharing and composite action of the structural sheathing with studs spaced no more than
16 inches on center. They require a minimum of 1/2" gypsum board wall covering on the inside fastened in accordance with Appendix E and
3/8" wood structural sheathing attached with 8d nails at a maximum of 6 inches o.c. at the perimeter and 12 inches o.c. at intermediate sup-
ports.

4. These values are based on the values found in the American Forest and Paper Association's (AF&PA) 1991 National Design
Specification for Wood Construction (ANSI/NFPA NDS-1991). These values have been increased using the size factor, load duration, and
system factor adjustments. The system factor adjustments assume 3/8" wood structural panels are used. System factor adjustments are as
follows:

Stud Size

System Factor

2x4

1.5

2x6

1.4

2x8

1.3

2x10

1.2

2x12

1.15

WOOD - CHAPTER 3

305.2 EXTERIOR WALL FRAMING

305.2.1 Studs: The minimum bending strength (F^) of studs for a given size, length, and spacing shall be those
shown in Tables 305B1 and 2. The requirements for studs have been keyed to the bending stress, F^j, for normal
duration of load. Studs shall be placed with the wide face perpendicular to the wall.

TABLE 305B1
MINIMUM F|, VALUES REQUIRED FOR EXTERIOR LOADBEARING STUDS

100 mph

120 mph

140 mph

Nominal Stud Sizes |

Stud
Length^

Stud
Spacing

2x4 2x6

2x8

2x4 1 2x6 1 2x8

2x4

2x6

2x8 1

Minimum F^ Required

12 in.
16 in.
24 in.

900
1200
1800

375
500
725

200
275
425

1100
1500
2250

450
600
900

250
350
525

1570
2090
3135

640
845
1280

380
495
725

10'

12 in.
16 in.
24 in.

1400
1900
2850

575
775
1150

325
450
675

1750
2350
3500

700
950
1400

400
550
825

2440
3310
4930

990

1335

1975

580
755
1160

1 . Engineering design and calculations are required for loadbearing studs longer tlian 1 feet.

TABLE 305B2
MINIMUM Fb VALUES REQUIRED FOR EXTERIOR NON-LOADBEARING STUDS

100 mph

120 mph

140 mph

Nominal Stud S

izes

Stud
Length

Stud
Spacing

2x4

2x6

2x8

2x4 2x6

2x8

2x4

2x6

2x8

IVIInimum Fi, Req

uired

12 in.

900

375

200

1100

450

250

1570

640

380

16 in.

1200

500

275

1500

600

350

2090

845

495

24 in.

1800

725

425

2250

900

525

3135

1280

725

12 in.

1400

575

325

1750

700

400

2440

990

580

10'

16 in.

1900

775

450

2350

950

550

3310

1335

755

24 in.

2850

1150

675

3500

1400

825

4930

1975

1160

12 in.

2050

825

475

2550

1000

600

3540

1450

845

12'

16 in.

2750

1100

625

3350

1350

775

4760

1915

1105

24 in.

4100

1650

950

5050

2050

1200

—

2900

1685

12 in.

2800

1150

650

3450

1400

800

4815

1975

1135

14'

16 in.

3700

1500

875

4600

1850

1050

6440

2610

1510

24 in.

5550

2250

1300

—

2800

1600

—

3890

2265

12 in.

3650

1450

850

4500

1800

1050

6325

2555

1450

16'

16 in.

4850

1950

1150

6000

2450

1400

—

3425

1975

24 in.

2950

1700

—

3650

2100

—

5105

2960

12 in.

4600

1850

1050

5700

2300

1350

3250

1860

18'

16 in.

—

2500

1450

—

3050

1750

—

4295

2495

24 in.

—

3750

2150

—

4600

2650

6440

3715

12 in.

5700

2300

1350

2850

1650

4005

2320

20'

16 in.

—

3050

1750

—

3800

2200

5340

3075

24 in.

—

4600

2650

—

5700

3250

—

4585

WOOD - CHAPTER 3

305.2.2 Gable Endwalls: Gable endwalls shall be built using full-height studs continuous from the uppermost floor to
the underside of the roof (See Figure 305J). Where full-height gable endwalls are not possible, an attic floor or ceiling
diaphragm shall be provided to resist the lateral loads at the horizontal joint between the top plate of a platform-
framed endwall and the gable construction above; per 306.

305.2.3 Headers.

305.2.3.1 Header Beams: Header beams shall be provided and sized in accordance with Tables R502.5(1)
and R502.5(2) of the International Residential Code. The minimum number of header studs supporting each end
of a header beam and the minimum number of full-length wall studs at each end of a header beam shall be in
accordance with Table 305C.

305.2.3.2 Header Studs: Exterior header studs and full height studs shall be in accordance with 305.2.1 .

305.2.3.3 Connections at Headers: Uplift connectors shall be provided at the top and bottom of cripple studs, head-
er studs, and at least one wall stud at each side of opening (See 305.3) (See Figures 305D and 305E).

TABLE 305C
JVUNIMUM WALL AND HEADER STUD REQUIREMENTS

Maximum Header Span (ft.)

12-

15'

18"

Number of Header Studs Supporting End of Header

Unsupported
Wail Height

Stud
Spacing

Number of Fuil-Length Studs
at Each End of Header

10'
or less

12 in.
16 in.
24 in.

2
2
1

2
2
2

3
3
2

greater
than 10'

12 in.
16 in.
24 in.

2
2
1

2
2
2

3
3
2

4
3
2

5
4
3

1 . The header stud shall not be required If the header Is supported by a suitable framing anchor.

Uplift connection
requirement at points A
(top and bottom of
header studs): Uplift
load per framing
member above the
header from Table
305F1 or 307A, as
appropriate, multiplied
by the number of framing
members displaced
divided by two.

NOTE: Uplift connection
is required at each end
of header and at bottom
of header studs In
addition to connectors at
wall studs and at top and
bottom of cripples.

ROOF FRAMING -

DOUBLE TOP PLATE

B tr H a a a '^ a a

=n:

-CRIPPLE STUDS

-U-
HEADER

■ HEADER STUDS

i\-

TT--
NO UPLIFT

CONNECTOR

REQUIRED

II II II

II II I

_IJ li_

TYPICAL 1 1

CONNECTORS

REQUIRED

FULL LENGTH
WALL STUDS

FIGURE 305D
TYPICAL FRAMING AND UPLIFT CONNECTIONS FOR OPENINGS

WOOD - CHAPTER 3

FIGURE 305E
ILLUSTRATION OF CONNECTOR TYPES

WOOD - CHAPTER 3

305.3 CONNECTIONS FOR EXTERIOR WALL FRAMING

305.3.1 Framing members in exterior wall systems shall be fastened together in accordance with Table R602.3(1) of the
International Residential Code (See Appendix E). In addition, uplift connectors shall be provided to resist the uplift loads
listed in Tables 305F1-2. The uplift load requirements may be interpolated for intermediate building widths.

305.3.2 Uplift load resistance shall be continuous from roof to foundation. Studs shall be connected to plates and
plates to floor framing with connectors designed, rated, and approved for each individual location and condition.
When roof framing is connected directly to studs, studs connected directly to floor framing, or upper studs connected
directly to lower studs with single connectors designed for the purpose and rated for the loads in the tables, separate
plate-to-stud or plate-to-floor-framing uplift connectors may be omitteid (See Figures 305G-H).

305.3.3 Uplift connections for plates to foundations are specified in 303.2.3, 303.2.4, 303.3.2, and 303.4.5.

305.3.4 Wood structural panel sheathing may be used to resist uplift (See Section 305.6 for uplift values).

305.3.5 Where "Holddown" connectors occur (See 305.7), connectors required for uplift resistance may be omitted.

TABLE 305F1
UPLIFT LOADS AT SIDEWALLS

(pounds per stud)

Roof &

Ceiling

Dead Load'

100 mph

120 mph

140 mph 1

Building Width |

24-

36'

44'

52-

60-

24"

36-

44'

52"

60'

24'

36'

44'

52'

60-

Uplift Loads for 12" stud spacing

5psf

310

445

535

630

720

400

570

690

810

930

580

830

1000

1165

1340

7psf

285

405

485

570

655

370

530

640

750

865

545

785

940

1105

1265

lOpsf

240

345

415

490

560

330

470

570

670

770

500

715

860

1010

1155

15psf

170

245

295

350

400

260

370

450

530

610

420

600

720

845

970

20psf

100

145

175

210

240

190

270

330

390

450

340

485

580

680

785

25psf

120

170

210

250

290

255

365

440

520

600

Uplift Loads for 16" stud spacing

5psf

415

595

715

835

960

535

765

920

1075

1235

775

1105

1330

1555

1790

7psf

375

540

650

760

875

495

710

855

1000

1150

725

1045

1235

1490

1690

lOpsf

320

460

555

650

750

440

630

760

890

1025

665

955

1145

1340

1545

15psf

230

325

395

465

535

345

495

600

705

810

560

795

960

1125

1295

20psf

135

195

235

275

320

255

365

440

515

595

450

640

775

905

1045

25psf

110

160

230

280

330

385

340

490

585

690

800

Uplift Loads for 24" stud spacing

5psf

620

890

1070

1255

1440

800

1145

1380

1615

1855

1155

1655

1995

2340

2680

7psf

565

810

975

1145

1315

745

1065

1280

1505

1725

1090

1560

1880

2205

2535

lOpsf

480

690

830

975

1120

660

945

1140

1335

1535

995

1425

1720

2015

2310

15psf

340

490

590

695

800

520

745

900

1055

1215

830

1190

1440

1690

1940

20psf

200

290

350

415

480

380

545

660

775

890

670

1040

1160

1365

1570

25psf

110

135

160

240

345

420

495

575

505

725

885

1040

1195

1 . Individual connector ratings shali not be less than 100 lbs for uplift.

2. Roof and ceiling dead loads shall be actual loads provided, not counting the roof covering. In the absence of more accurate data, the follow-
ing roof and ceiling dead loads shall be permitted to be used: 7psf for truss assembly (roof sheathing, trusses, gypsum ceiling); 7 psf for
rafter assembly (roof sheathing, rafters, gypsum ceiling); 10 psf for rafter/ceiling assembly (roof sheathing, rafters and ceiling joists.
EXCEPTION: Where roof tile is installed in accordance with the SBCCI Standard for Determining the Wind Resistance of Concrete and Clay
Roof Tile, the actual weight of the tile shall be permitted to be included in the total roof and ceiling dead load.

WOOD - CHAPTER 3

3. The following adjustments stiall be permitted (uplift stiall not be less than 1 00 lbs per connector after adjustment).

a. The required uplift capacity shall be permitted to be reduced by 30% (multiply by 0.70) for connections at least W/5 from corners but
not less than 6 feet.

b. The values in the tables above assume a maximum eave height of 30 ft. When the eave height is 12 ft or less, the values shall be
permitted to be reduced by 20% (multiply by 0.80).

c. Footnote 3b shall be permitted to be applied simultaneously with footnote 3a.

TABLE 305F2
UPLIFT LOADS AT GABLE ENDWALLS

Stud Spacinq

100 mph

120 mph

140 mph

Uplift Loads (lbs/stud) 1

12"o.c.

105

16"o.c.

100

140

24" o.c.

120

150

210

WOOD - CHAPTER 3

FIGURE 305G1

TYPICAL WALL CONNECTIONS:

STUD SPACING SAME AS TRUSS/RAFTER SPACING

WOOD - CHAPTER 3

FIGURE 305G2

TYPICAL WALL CONNECTIONS:

STUD SPACING DIFFERENT FROM TRUSS/RAFTER SPACING

WOOD - CHAPTER 3

FIGURE 305H1
CONNECTION DETAILS AT SECOND FLOOR LEVEL

FIGURE 305H2
CONNECTION DETAILS AT FIRST FLOOR LEVEL

WOOD - CHAPTER 3

NO CEILING -

DIAPHRAGM

REQUIRED

8d RING-SHANK NAILS (
SEE 307.4

! 4"o.c.

12" MAX.

4—)— NAILS BASED ON

SHEAR WALL REQUIREMENTS

■ CENTER 2x BLOCKING
ON SHEATHING JOINT

15/32 WOOD STRUCTURAL PANELS
ON GABLE FACE AND ON WALL BELOW
BASED ON SHEARWALL REQUIREMENTS

FIGURE 305J

GABLE ENDWALL, BALLOON FRAMING

PREFERRED METHOD

8d NAILS @ 4"o.c.
SEE 307.4

CEILING DIAPHRAGM
SEE 306.3

WOOD WALL-

NAILS BASED ON

SHEAR WALL REQUIREMENTS

SHEAR TRANSFER;
EITHER NO JOINTS IN
PLYWOOD SHEATHING
OR

USE SHEAR TRANSFER
FRAMING ANCHORS FROM
WALL TO GABLE @ 20"o.c.
WITH 330 POUNDS CAPACITY

15/32 WOOD STRUCTURAL PANELS
ON GABLE FACE AND ON WALL BELOW
BASED ON SHEARWALL REQUIREMENTS

FIGURE 305K

GABLE ENDWALL, PLATFORM FRAMING

ALTERNATE METHOD

WOOD - CHAPTER 3

305.3.7 Top Plate Splices: The double top plates of a wall supporting a roof only shall resist the chord forces in the
roof diaphragm and act as drag struts between shear wall segments. Joints shall be lap-spliced. Within the center
third of a wall length, the minimum lap shall be 4 feet. Lap splices shall be connected with the number of fasteners
between each upper and lower plate joint as required by Table 3051.1 or 2.

TABLE 305L1
NAILS REQUIRED FOR TOP PLATE SPLICE

100 mph

120 mph

140 mph 1

Buildinn Width 1

24"

36-

44' 1 52" 1 60" 1 24' 1 36" 1 44' 1 52' 1 60' 1 24'

36-

44' 1 52-

60' 1

Building Lengtii

or
Distance Between

Shearwalls

Top Plate Splice
Number of 16d Common Nails Based on Group III Species

—

W = Building Width

The number of fasteners may be reduced by 25% outside the middle half of the wall length.

TABLE 305L2
BOLTS REQUIRED FOR TOP PLATE SPLICE

100 mph

120 mph

140 mph

Buildina Width 1

24"

36"

44-

52- 1 60' 1 24- 1 36' 1 44' 1 52' 1 60' 1 24'

36-

44- 1 52-

60' 1

Building Length

or
distance Between

Shearwalls

Top Plate Splice
Number of 1/2-inch Bolts Based on Group III Species

—

W = Building Width

The number of fasteners may be reduced by 25% outside the middle half of the wall length.

4'-0" MIN.

NUMBER OF FASTENERS

REQUIRED BY TABLES 305L1 OR 305L2

NOTE: REQUIREMENTS PER 305.3,1
MAY ALSO BE USED IN DETERMINING
THE NUMBER OF FASTENERS IN
TABLE 305L1

FIGURE 305L
TOP PLATE SPLICE FASTENING REQUIREMENTS

WOOD - CHAPTER 3

305.4 EXTERIOR SHEARWALLS

305.4.1 General: Shearwalls are required to resist horizontal forces at roof, ceiling, and floor diaphragm edges. The
required length of a shearwall will vary according to the wind speed, building geometry, type of shearwall and material
used. The maximum building length between shearwalls shall be 120 feet. Exterior walls are permitted to be con-
structed as Type I or Type 11 shearwalls. A holddown is required at each end of each sheanwall segment for Type I
walls. Holddowns are required only at building corners of Type II walls.

305.4.2 Type I Walls: (See Figure 305M1). Portions of walls sheathed with full height sheathing may be used as
shearwall segments. To be considered full height sheathing or a shearwall segment, the minimum length of the
sheathing shall be 30% of its height. Shearwall segments may be added together to achieve the required effective
wall length. Shearwall segments shall have no openings greater than 144 sq in or with any dimension greater than 12
inches. Each corner shall be sheathed for at least 27 inches for 8 foot wall heights and 34 inches for 1 foot wall
heights and shall be counted as a sheanwall segment. Otherwise, shearwall segments may be arranged in any man-
ner to achieve the required length of shearwall segments. Studs shall be doubled at each end of each sheanwall seg-
ment. All shearwall segments shall be connected by double top plate drag struts (See 305.3.7).

Each exterior wall of the structure shall have full height structural sheathing with the required shear capacity as pro-
vided in Tables 305P1 and 305P2. Required shearwall segment capacity for each exterior wall is given as a fraction
of the building dimension sheathed with shearwall segments, number of stories, and building UW ratio. The required
shear capacities shall be interpolated for intermediate building length to width ratios.

SHEARWALL
SEGMENTS

INDIVIDUAL LENGTH OF SHEARWALL SEGMENTS (a, b, & c) SHALL BE
GREATER THAN OR EQUAL TO 0.3h

FRACTION OF WALL SHEATHED WITH
SHEARWALL SEGMENTS = (a+b+c)
L

FIGURE 305M1
SHEARWALL SEGMENTS OF TYPE I WALLS

305.4.3 Type I! Walls: (See Figure 305IVi2) Type II walls shall meet the requirements of Tables 305P1 and 305P2
multiplied by the appropriate required shear capacity adjustment factor of Table 305P3. To be considered full height
sheathing, the minimum length of the sheathing shall be 30% of its height. Full height sheathing lengths shall have no
openings greater than 144 sq in or with any dimension greater than 12 inches. The maximum unrestrained opening
height of Table 305P3 is the largest vertical dimension of any of the openings in the wall. Areas above and below all
openings shall be sheathed and fastened as required for full height sheathing or the maximum unrestrained opening
height shall be the height of the wall. Each corner shall be sheathed for at least 27 inches for 8 foot wall heights and
34 inches for 10 foot wail heights and shall be counted as full height sheathing. Studs shall be doubled at each end of
a Type II wall. All Type II walls shall have double top plate drag struts (See 305.3.7).

Each exterior wall of the structure shall have full height structural sheathing with the required shear capacity provided
in Tables 305P1 and 305P2 multiplied by the required shear capacity adjustment factors of Table 305P3. Required
shearwall capacity for each exterior wall is given as a fraction of the building dimension sheathed with full height
sheathing, number of stories, and building L/W ratio. The required shear capacities shall be interpolated for intermedi-
ate building length to width ratios.

WOOD - CHAPTER 3

HOLDDOWN

INDIVIDUAL LENGTH OF FULL HEIGHT SHEATHING (a, b, & c) SHALL BE
GREATER THAN OR EQUAL TO 0.3h

FRACTION OF WALL SHEATHED WITH FULL
HEIGHT SHEATHING = (a+b+c)
L

FIGURE 305M2
FULL HEIGHT SHEATHING OF TYPE II WALLS

305.4.4 Sheathing: For exterior shearwalls, sheathing shall be wood structural panels or other
approved structural sheathing material. All sheathing shall be attached to framing along all four edges with joints for
adjacent panels occurring over common framing members or along blocking. Sheathing shall be attached to the top
member of double top plates. All nails shall be common or hot dipped galvanized box nails. The required shearwall
segment length and full height sheathing length is based on the capacity of the sheathing material. Shear capacities
for some common structural sheathing materials are shown in Table 305N1 and Table 305N2. The allowable shear
capacity of sheanwall segments sheathed on both sides with similar materials shall equal the sum of the shear capac-
ities of each side separately.

EXCEPTION: The allowable shear capacity of shearwall segments sheathed with a combination of wood structural
panels and gypsum wallboard on opposite sides shall equal the sum of the shear capacities of each side separate-
ly provided the wall is constructed in accordance with the following physical limitations:

1 . For Type I walls, the minimum length of a shearwall segment shall be 50% of its height.

2. For Type II walls, the minimum length of full height sheathing shall be 50% of its height.

100

WOOD - CHAPTER 3

TABLE 305N1
SHEAR CAPACITIES FOR SHEARWALL MATERIALS

Framing Species
G 0.49

Framing Species
0.49 >G 0.42

Framing Species
G < 0.42

Panei Edqe Nail Spacing (in.)5

3 1 21 1 6 1 4 1 3

4 1 3

Sheathing Material

Sheathing Thicl<ness(in.)

Nail Size2

Recommended Shear Capacity (pif)

Structural 1

5/16

280

420

545

715

230

345

450

590

180

275

355

460

3/8

320

505

645

855

320

495

630

840

250

390

505

665

7/16

355

555

705

940

320

495

630

840

250

390

505

665

15/32

lOd

390
475

600
715

770
930

1020
1220

320
390

495
590

630
765

840
1000

250
310

390
460

505
600

665
790

Sheathing
Grade, Plywood
Siding"

5/16

250

380

490

630

230

345

450

590

180

275

355

460

3/8
7/16

6d
8d
8d

280
310
335

420
450
490

545
575
630

715
740
820

230
310
320

345
450
490

450
575
630

590
740
820

180
250
250

275
390
390

355
505
505

460
665
665

15/32

8d
lOd

365
435

530
645

685
840

895
1080

320
390

495
590

630
765

840
1000

250
310

390
460

505
600

665
790

19/32

lOd

475

715

930

1220

390

590

765

1000

310

460

600

790

Plywood Siding"

5/16

6d3

195

295

385

505

160

245

315

415

125

190

250

330

3/8

8d3

225

335

435

575

180

280

355

475

145

215

280

371

G - Specific gravity of framing species

1 . Where panels edges abut, framing shall be a minimum of 3 inches nominal in thickness, and nails shall be staggered.

2. Common or galvanized box nails.

3. Galvanized casing or siding nails.

4. Thiclcness at point of nailing along panel edges governs shear values.

5. Nails of the same size required for panel edges shall be placed along all intermediate framing at 12 inches on center.

TABLE 305N2
SHEAR CAPACITIES FOR SHEARWALL MATERIALS

Sheathing IVIaterial

Thickness

of Material

(in.)

Nail
Size

■ — 1
Wall Construction

Nail Spacing (in.)

Recommended

Shear Capacity

(Plf)

Panel Edges

Intermediate
Supports

Cellulosic Fiberboard
Sheathing - Regular

1/2

Blocked

125

Cellulosic Fiberboard
Sheathing - Structural

1/2

Blocked

175

25/32

Blocked

175

Woven or welded wire
lath and Portland cement
plaster

7/8

1 1 ga. Screws or
16ga. Staples

Unblocked

180

Gypsum lath, plain or
perforated

3/8" lath

and 1/2"
plaster

13 ga.
Plasterboard Nails

Unblocked

100

Gypsum

Sheathing

Board

2'x8'
Sheets

1/2

1 1 ga. Screws

Unblocked

4'x8'
Sheets

1/2

1 1 ga. Screws

Unblocked

100

Blocked

175

Gypsum Wallboard

1/2

5d Cooler Nails

Unblocked

7
4

10
10

100
125

Blocked

7
4

10
10

125
150

5/8

6d Cooler Nails

Blocked

175

Base ply - 6d
Cooler Nails
Face ply - 8d
Cooler Nails

Two-ply Blocked

Base ply - 9"
Face ply - 7"

10
10

250

Lumber Sheathing

5/8

8d Common Nails

Straight Sheathing

2 per Support

Diagonal
Sheathing

2 per Support

300

101

WOOD - CHAPTER 3

TABLE 305P1
TYPE I SHEARWALL REQUIREMENTS AT SIDEWALLS

(Wind Parallel to Sidewalls)

100

mph

120 mph

140 mph

Maximum

Length

to
Width

Fraction of Sidewall Sheathed With Shearwall Segments

1/4

1/2

3/4

1/4

1/2

3/4

1/4

1/2

3/4

Ratio (UW)

Required Shear Capacity of Sheathing IMateriai (plf)''-^

One Story, Top of

340

170

115

420

210

140

105

605

305

203

150

Two Stories

180

220

110

305

150

100

120

140

210

105

100

140

700

350

235

175

880

440

295

220

1230

615

415

310

First Story of Two

360

180

120

440

220

145

110

605

305

205

150

Stories

240

120

300

150

100

420

210

140

105

180

220

110

305

150

100

1 . The values in the table above assume an 8 ft wall height. When using a wall height of 10 ft, the required shear capacity shall be increased by
25% (multiply by 1.25).

2. Required shear capacity shall be permitted to be decreased by 20% (multiply by 0.8) where the eave height is 1 ft or less.

TABLE 305P2
TYPE I SHEARWALL REQUIREMENTS AT ENDWALLS

(Wind Parallel to Endwalls)

100 mph

120 mph

140 mph

IVIaximum

Length

to
Width

Fraction of Endwall Sheathed With Shearwall Segments

1/4

1/2

3/4

1/4

1/2

3/4

1/4

1/2

3/4

Ratio (L/W)

Required Shear Capacity of Sheathing IVIaterial (plf)^'^

One Story, Top of

220

110

280

140

395

200

135

100

Two Stories

420

210

140

105

500

250

165

125

720

360

240

180

600

300

200

150

740

370

245

185

1020

510

345

255

780

390

260

195

960

480

320

240

1345

675

450

340

740

370

245

185

920

460

305

230

1280

640

425

320

First Story of Two

1340

670

445

335

1640

820

545

410

2320

1160

775

580

Stories

1920

960

640

480

2380

1190

795

595

3340

1670

1115

835

2520

1260

840

630

3120

1560

1040

780

4365

2180

1455

1090

1 . The values in the table above assume an 8 ft wall height. When using a wall height of 1 ft, the required shear capacity shall be increased by
25% (multiply by 1.25).

2. Required shear capacity shall be permitted to be decreased by 20% (multiply by 0.8) where the eave height is 10 ft or less.

102

WOOD - CHAPTER 3

TABLE 305P3
REQUIRED SHEAR CAPACITY ADJUSTMENT FACTORS

Maximum Unrestrained Opening Height^
(Window or Door Height)

H/3

H/2

2H/3

5H/6

8' Wall Height
10' Wall Height

2'-8"
3'-4"

4'-0"
5'-0"

5'-4"
6'-8"

6'-8"
8'-4"

8'-0"
lO'-O"

Fraction of Wall

Sheathed with

Full-Height

Sheathing

Required Shear Capacity Adjustment Factors

1/4
1/2
3/4

1.00
1.00
1.00
1.00

1.38
1.25
1.12

1.00

1.74
1.49
1.25
1.00

2.13
1.75
1.37
1.00

2.50
2.00

1.49
1.00

Notes:

1. The largest vertical dimension of any of the openings in the sheanwall (between holddowns). All table val-
ues are permitted to be interpolated.

2. The sum of the length of full height sheathing in the shearwall (between holddowns) divided by the total
length of the sheanwall (between holddowns).

305.5 INTERIOR SHEARWALLS

305.5.1 General: Interior shearwalls which are parallel to end walls may be used to decrease the length-to-width ratio
of buildings. For the purpose of determining shearwall requirements, building length shall be the distance between
shearwalls which are parallel to endwalls. Interior shearwalls shall meet all the requirements and be subject to the
same restrictions as exterior shearwalls and may be Type I or Type II shearwalls. Interior shearwalls shall be continu-
ous from the foundation to the floor diaphragm and, if needed, from the floor diaphragm to the roof diaphragm.
Interior shearwalls shall be connected at the foundation, second floor, and roof diaphragms (See Figures 305R1-4
and 305T1-5). The required capacity for a single interior shearwall shall be the sum of the required capacities deter-
mined from Tables 305P1 through 305P3 for each exterior wall parallel to the interior shearwall.

305.5.2 Sheathing: For interior shearwalls, sheathing shall be wood structural panels or other approved structural
sheathing material. All sheathing shall be attached to framing along all four edges with joints for adjacent panels
occurring over common framing members or along blocking. Sheathing shall be attached to the top member of dou-
ble top plates. All nails shall be common or hot dipped galvanized box nails. The required shearwall segment length
and full height sheathing length is based on the capacity of the sheathing material. Shear capacities for some com-
mon structural sheathing materials are shown in Table 305N1 and Table 305N2. The allowable shear capacity of
shearwall segments sheathed on both sides with similar materials shall equal the sum of the shear capacities of each
side separately.

1 . For Type I walls, the minimum length of a shearwall segment shall be 50% of its height.

2. For Type II walls, the minimum length of full height sheathing shall be 50% of its height.

103

WOOD - CHAPTER 3

BASE SHEAR CONNECTORS
{HOLDDOWN NOT SHOWN FOR CLARITY)

FIGURE 305R1
INTERIOR SHEARWALL TO SLAB-ON-GRADE CONNECTION

BASE SHEAR CONNECTORS
5/8" ANCHOR BOLTS SPACED
PER TABLE 303.2.3 w/ 7"
EMBEDMENT (HOLDDOWN
- NOT SHOWN FOR CLARITY)

BASE SHEAR HOLDDOWN
CONNECTORS

BLOCKING

5/8" ANCHOR BOLTS
SPACED PER TABLE 303^.3
EMBEDDED 7" INTO
BOND BEAM

SHEARWALL OCCURS
AT FLOOR FRAMING

SHEARWALL OCCURS
BETWEEN FLOOR FRAMING

SHEARWALL PERPENDICULAR
TO FLOOR FRAMING

FIGURE 305R2
INTERIOR SHEARWALL TO STEMWALL FOUNDATION CONNECTION

104

WOOD - CHAPTER 3

ROOF SHEATHING

SEE 307.4
FOR NAILING

DOUBLE GABLE
TRUSS

BLOCKING

CEILING DIAPHRAGM

JW"

TOP CHORD

WOOD STRUCTURAL PANELS

BOTTOM CHORD
OF TRUSS

SHEAR TRANSFER FRAMING ANCHOR
330 POUNDS CAPACITY @ 20"o.c.

ALTERNATE METHOD WITH
CEILING DIAPHRAGM

-2 ROWS
8d @ 6'o.c.

-ROOF SHEATHING
— ROOF TRUSS —

2 ROWS

8d @ 6"o.c.

AT SHEATHING SPLICE

OR
RAFTER

INTERIOR SHEARWALL-

WALL OCCURS BETWEEN FRAMING

WALL OCCURS AT FRAMING
(WALL REPLACES FRAMING)

FIGURE 305R3
INTERIOR SHEARWALL TO ROOF CONNECTION

2 ROWS

8d @ e-o.c.

2 ROWS

8d @ 6"o.c.

AT SHEATHING SPLICE -

FLOOR SHEATHING
FLOOR JOIST —

GYPSUM BOARD
BLOCKING <2x2)

INTERIOR SHEARWALL

WALL OCCURS BETWEEN FRAMING

WALL OCCURS AT FRAMING
(WALL REPLACES FRAMING)

FIGURE 305R4
INTERIOR SHEARWALL TO SECOND FLOOR CONNECTION

105

WOOD - CHAPTER 3

305.6 WOOD STRUCTURAL PANEL SHEATHING OR SIDING USED FOR UPLIFT RESISTANCE

305.6.1 Wood Structural Panel Sheathing or Siding Used for Uplift Only

Wood structural panels used for uplift only shall be 3/8-inch thick minimum and attached to top and bottom plates as
described below. Nail spacing shall be 6" on center along vertical panel edges and 1 2" on center at intermediate
framing. Nail spacing at horizontal panel joints shall be 6", 4", or 3" on center, single row or double row. See Table
305S1 for allowable uplift values for each condition. (See Figure 305S1 for illustration of attachment pattern.) NOTE:
These uplift values may not be used in any shearwall segment.

1 . Panels shall be installed with face grain parallel to studs.

2. All horizontal joints shall occur over framing and shall be attached per Table 305S1 .

3. On single story construction, panels shall be attached to bottom plates and top member of the double top plate.
Lowest plate shall be attached to foundation with bolts or connectors of sufficient capacity to resist the uplift
forces developed in the wood structural panel sheathed or sided walls.

4. On two story construction, upper panels shall be attached to the top member of the upper double top plate and
to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attach-
ment made to lowest plate at first floor framing. Lowest plate of first floor framing shall be attached to foundation
with bolts or connectors of sufficient capacity to resist the uplift forces developed in the wood structural panel
sheathed or sided walls.

5. Panel attachment to framing shall be as illustrated in Figure 305S1 .

6. Where windows and doors interrupt wood structural panel sheathing or siding, framing anchors or connectors
shall be used to resist the appropriate uplift loads.

SINGLE NAIL EDGE SPACING

i»J "-1/2"

1/2"-*
S

DOUBLE NAIL EDGE SPACING

FIGURE 305S1
PANEL ATTACHMENT FOR UPLIFT

106

WOOD - CHAPTER 3

TABLE 305S1

UPLIFT CAPACITY OF 3/8" MINIMUM WOOD STRUCTURAL PANEL SHEATHING

OR SIDING OVER GROUP III FRAMING^

(pif uplift on wall)

6d Nails

8d Nails

lOd Nails

Nail Spacing at Top and Bottom Panel Edges |

3" 1 6" 1 4" 1 3"

Uplift Capacity (pIf) |

Single Row of Nails^

189

286

377

237

355

474

285

431

570

Double Row of Nails3

377

566

763

474

710

958

570

855

1153

1 . For Group II framing, divide uplift values listed in above table by 0.82.

2. Wood structural panels shall overlap the top member of the double top plate and the bottom plate by 1 1/2 inches and a single row of
fasteners shall be placed 3/4" from panel edge.

3. Wood structural panels shall overlap the top member of the double top plate and the bottom plate by 1 1/2 inches. Rows of fasteners
shall be 1/2 inch apart with a minimum edge distance of 1/2 inch. Each row shall have nails at the specified spacing.

107

WOOD - CHAPTER 3

305.7 HOLDDOWN CONNECTORS

Exterior and interior shearwalis require holddowns to resist the overturning moment in sliearwall segments in addition
to the requirement for uplift resistance specified in 305.3. Where holddowns are required by Section 305.4.1 they
shall be fastened to or through doubled studs and be connected to the foundation with a continuous connection or
load path in accordance with the manufacturer's recommendations. The total design load for each holddown shall be
at least 8 times the tabulated shear capacity value in Tables 305P1 , 305P2, 305P3, and 305P4 for 8 foot walls and
10 times the tabulated shear capacity value for 10 foot walls (See Figures 305T1-5). Where holddowns of first and
second-story shearwalis align vertically, the total holddown force at the bottom of the first-story shearwall will be the
total of the first- and second-story shearwall holddown forces. A holddown connector shall be provided at the end of
each shearwall segment for Type I shearwalis and at the end of each shearwall for Type II sheanwalls.

EXCEPTION: A single holddown shall be permitted at building corners where two sheanwalls or shearwall seg-
ments meet, provided the following conditions are met:

1 . The holddown shall be sized for the greater of the required holddown design load of each of the shearwalis or
shearwall segments that meet at a building corner.

2. The holddown shall be located on the wail where it can be fastened to or through multiple studs.

3. The corner studs where the shearwalis or shearwall segments meet shall be tied together so that the over-
turning force from the perpendicular wall is transferred to the holddown on the adjacent wall. Provide 16d
common nails at 6" o.c. along the studs when the maximum holddown force does not exceed 3070 pounds.
When the required holddown force on the wall without the holddown exceeds 3070 pounds, provide an addi-
tional 16d nail for each 192 pounds above 3070 pounds. (See Figure 305T6.)

FIGURE 305T1
HOLDDOWN INSTALLATION AT SLAB-ON~GRADE FOUNDATION

FIGURE 305T2
TYPICAL HOLDDOWN INSTALLATION AT PILE FOUNDATION

108

WOOD - CHAPTER 3

FIGURE 305T3
FIRST STORY TO SECOND STORY HOLDDOWN INSTALLATION

FIGURE 305T4
HOLDDOWN INSTALLATION AT FOUNDATION WALL

109

WOOD - CHAPTER 3

FIGURE 305T5
HOLDDOWN INSTALLATION AT SHEARWALLS AND OPENINGS

1/2" SPACING -^^
ALLOWS
HOLDDOWN
INSTALLATION

HOLDDOWN

tniffl

-i>j^

ENDWALL

CORNER STUD
CONNECTED TO
TRANSFER SHEAR

2-1 6d COMMON

NAILS MINIMUM @ 6"o.c.

FIGURE 305T6
SINGLE HOLDDOWN AT CORNERS

110

WOOD - CHAPTER 3

306 CEILING SYSTEMS

306.1 CEILING FRAMING

306.1.1 Rafter-Joist System: Ceiling joists shall be in accordance with the American Forest and Paper Association
(AF&PA's) Span Tables for Joists and Rafters. The ceiling joists shall be installed parallel to the rafters. Ceiling joists
shall be fastened in accordance with Table R602.3(1) of the International Residential Code. Notches and holes
shall be in accordance with Section R802.7 of the International Residential Code.

306.1.2 Wood I- Joist Systems: Single or continuous span l-joists shall comply with the manufacturer's code evalua-
tion report.

306.1.3 Truss Systems: See 307.2.

306.2 CEILING DIAPHRAGMS

306.2.1 In those cases where a gable endwali is not built using full-height studs continuous from the uppermost floor
to the underside of the roof, an attic floor or ceiling diaphragm shall be used to resist the lateral loads at the horizontal
joint between the top plate of a platform-framed endwali and the gable construction above. Where there is no attic
floor or ceiling diaphragm at that height, such as a cathedral ceiling condition, the entire endwali, including the gable,
shall be constructed using full length studs from the uppermost floor to the underside of the roof (See 305.2.2 and
Figure 305J).

306.2.2 A ceiling diaphragm is not required with a hipped roof.

306.3 DIAPHRAGM MATERIALS

306.3.1 Gypsum Wallboard: Where a gypsum board ceiling is used to create the required diaphragm, the
diaphragm length shall be a minimum of two times the width of the building. The gypsum board shall be a minimum of
1/2 inch thick and be fastened directly to the ceiling joists or bottom chords of trusses (no furring) with 5d cooler nails,
or GWB-54 1 1/2-inch nails installed 10 inches on center in the board field and 7 inches on center at the board ends
and ceiling edges. The ceiling diaphragm shall be continuous or shall be spliced with framing around the top plates of
partition walls with 5d cooler nails or GWB-54 1 1/2 inch nails at 7 inches on center. The ceiling diaphragm shall be
fastened to 2x perimeter blocking members which are fastened to the top plates with 10d nails at 6 inches on center
(See Figures 305K, 306H, or 3061). Lateral bracing shall be installed on the tops of ceiling joists, or truss bottom
chords, at a spacing of not greater than 6 feet. The lateral bracing shall be a minimum of 2x4 lumber extending
inward from the gable end a minimum of 8 feet and fastened to each truss, or ceiling joist, and the gable end with a
minimum of two 10d common or hot-dipped galvanized box nails. A minimum of 2x4 lumber blocking shall be
installed in the first truss, or joist space directly below, and attached to the lateral brace with a minimum of four 10d
common or hot-dipped galvanized box nails. A minimum of one inch wide 16 gauge steel strap shall be fastened
lengthwise over the top of each lateral brace, and to the endwali studs in accordance with Table 306G (See Figure
306H).

306.3.2 Wood Structural Panels: Where wood structural panels are used to create the required diaphragm, the
diaphragm is necessary at each endwali, and each diaphragm length shall be as shown in Table 306A for the building
widths and eave heights given. The panels shall be 15/32" thick minimum. Blocking and diaphragm chords shall be
2x4 or larger, Group III species lumber, grade #2, or better. When truss framing is used, bottom chord of truss shall
NOT be used as a diaphragm chord or as blocking (See Figures 306B, C, and D).

1 . Chords are required at both diaphragm edges parallel to the endwali. Chords shall be one piece for the full width
of the building or shall be spliced in accordance with Table 306A.

2. Blocking is required at all panel joints and all edges at sidewalls. Blocking may be installed flatwise.

3. Wood structural panels shall be fastened to framing, chords, and blocking with 8d common or 8d hot-dipped gal-
vanized box nails. Nail spacing at ceiling framing shall be 12" o.c. max. Nail spacing at chords and blocking
shall be as shown in Table 306A.

4. Nails for chord splicing and for fastening chords and blocking to wall framing shall be lOd common or lOd hot-
dipped galvanized box nails. The number of nails required for each side of each chord splice shall be as shown
in Table 306A. Nails shall be spaced to avoid splitting of wood. Diaphragm chords shall be nailed to top plate of
walls at 4" o.c. at side walls and 6" o.c. at end walls.

WOOD - CHAPTER 3

TABLE 306A
WOOD STRUCTURAL PANELS CEILING DIAPHRAGM

100 MPH

120 MPH

140 MPH

Building

Diaphragm

10d

Diaphragm

10d Chord

Diaphragm

lOd

Width (ft)

Length (a)

Fastener

Chord Splice

Length (a)

Fastener

Splice

Length (a)

Fastener

Chord

(ft)

Spacing

(# Fasteners

(ft)

Spacing

(# Fasteners

(ft)

Spacing

Splice

at Chords

ea. side)

at Chords

ea. side)

at Chords

{# Fasteners

and

ea. side)

Blocking

(in.)

CRAWL SPACE OR SLAB-ON-GRADE - ONE STORY (Eave heights up to 15 feet)

CRAWL SPACE OR SLAB-ON-GRADE - TWO STORY (Eave heights 15-30 feet)

WOOD PILING - ONE STORY (Eave heights up to 18 feet)

WOOD PILING - TWO STORY (Eave heights 18-30 feet)

112

WOOD - CHAPTER 3

RIDGE

-ROOF-

y— WOOD STRUCTURAL V \ /
L-P^ELS ^ \ I L

REQUIRED

DIAPHRAGM
LENGTH (a)

-CEILING LINE

1 \ \ 1 \

— ROOF FRAMING

I I I I I
CEILING FRAMING

I L

i^isL

REQUIRED

DIAPHRAGM
LENGTH (a)

^WOOD

STRUCTURAL
PANELS

REQUIRED
DIAPHRAGM
LENGTH (a)

-J

ROOF

RIDGE

2:^

- WOOD STRUCTURAL PANELS
AT CEILING BELOW

REQUIRED
DIAPHRAGM
LENGTH (a)

CEILING
FRAMING

WOOD

STRUCTURAL

PANELS

BLOCKING AT PANEL
EDGES (TYR)

FIGURE 306B
WOOD STRUCTURAL PANELS CEILING DIAPHRAGM

113

o
o

I
o

X
>

m
w

-8d NAILS @
12"o.c. ALL TRUSSES

ROOF TRUSSES

-fV

a
m

■n
O

z
m

X
m

m
u

>
I-

o
o

-I

c
o

o
o

FURRING

CHORD SPLICE
WHERE NEEDED

FINISH CEILING MATERIAL

DIAPHRAGM CHORD

— GABLE
1 END

FIGURE 306C
WOOD STRUCTURAL PANELS CEILING DIAPHRAGM SECTION PARALLEL TO RIDGE

ATTACHMENT TO ENDWALL

WOOD - CHAPTER 3

10d COMMON @4"o.c.

BLOCKING AT
PANEL JOINTS

SIDE WALL -

-CEILING DIAPHRAGM -

■ CEILING DIAPHRAGM CHORD
(NOT REQUIRED)

FIGURE 306D
WOOD STRUCTURAL PANEL CEILING DIAPHRAGM SECTION PERPENDICULAR TO

RIDGE ATTACHMENT TO SIDEWALL

306.4 DIAPHRAGM ALTERNATIVES

306.4.1 Other sheathing/ceiling materials, fastening methods, and length-to-width ratios may be used to create the
required diaphragm. Such alternative diaphragms shall develop the shear capacities given in Table 306E. Shear
capacities for some common sheathing materials are given in Tables 304C1 and 304C2.

115

WOOD - CHAPTER 3

TABLE 306E
REQUIRED CEILING DIAPHRAGM CAPACITIES

Building Width

24'

36'

44"

52'

60'

24-

36-

44'

52'

60-

24'

36"

44'

52-

60'

Roof Angle
(degrees)

Maximum
Length of

Ceiling

Required Shear Capacity of Sheathing Material (pif)

100 mph

120 mph

140 mph

705

105

100

355

120

125

130

100

105

110

130

135

140

145

160

100

110

100

110

115

125

135

140

150

165

175

185

W = Building Widtli

306.4.2 Gable endwalls shall be connected to alternative ceiling diaphragms in accordance with Table 306G and
Figure 306H.

TABLE 306G
REQUIRED ENDWALL CONNECTION CAPACITIES

Building Width

24-

36"

44'

52'

60'

24-

36'

44'

52"

60'

24'

36'

44'

52'

60'

Roof Angle
(degrees)

Required Endwall Connection Capacities (pIf)

100 mph

120 mph

140 mph

135

130

105

110

115

150

160

165

100

105

110

115

120

130

135

140

165

170

180

195

200

105

115

120

130

140

130

140

150

160

170

180

200

210

230

240

W = Building Width

116

WOOD - CHAPTER 3

2x4x8' CONTINUOUS LATERAL BRACE @ 6'-0"o.c.

2-10d NAILS
EACH TRUSS

GYPSUM BOARD
NO FURRING

5d COOLER NAILS @ 7"o.c.

2x4 BLOCK
NAILED TO

EACH BRACE 1 0d NAILS @ 6"o.C.

WITH

4-1 Od NAILS 5d COOLER NAILS @ 7"o.c.

TRUSS OR CEILING JOIST

GABLE END TRUSS

ENDWALL STUDS

1. SIZE AND NUMBER OF NAILS IN STRAP AS REQUIRED FOR LOAD GIVEN IN TABLE 306G.

FIGURE 306H

CEILING CONNECTION TO GABLE ENDWALL

FOR GYPSUM BOARD DIAPHRAGMS

-SPLICE FRAMING

1^^

CEILING BOARD

-5d COOLER NAILS @ 7°o.c.
(BOTH SIDES)

-INTERIOR PARTITION

FIGURE 3061

GYPSUM BOARD DIAPHRAGM SPLICE

OVER PARTITION

117

WOOD - CHAPTER 3

307 ROOF SYSTEMS

307.1 RAFTER-JOIST FRAMING SYSTEMS

307.1.1 Rafters: Rafters shall be sized in accordance with AF&PA's Span Tables for Joists and Rafters using accept-
ed dead and live load conditions. Spacing shall be 24" o.c. maximum.

307.1.2 Substitutions: Where a specific species and grade is given in tables in this Standard, a species and grade
with equivalent or greater design values shall be permitted. Design values contained in Design Values for Wood
Construction, a supplement to the National Design Specification for Wood Construction, shall be used to determine
equivalence of substituted material.

307.1.3 Ridge Board: A ridge board is required for rafters. The ridge board shall be minimum 2-inch nominal thick-
ness and not less in depth than the depth cut of the rafter. The rafters shall be placed directly opposite each other
and bear against the ridge board.

307.1.4 Collar Beams: A 1x6 collar beam shall be nailed in the upper third of the roof to every third pair of rafters.
Notches and holes shall be in accordance with Section R802.7 of the International Residential Code.

307.1.5 Connections: Uplift connectors shall be provided at rafter bearing to resist the uplift loads in Table 307A.
Straps shall extend such that the top nail is within 1 inch of the top of the rafter, or preferably shall be wrapped around
the top of the rafter with 1 or more nails installed on the opposite side of the rafter.

The uplift load requirements may be interpolated for intermediate building widths. Uplift connection may be from rafter
to plate or from rafter to stud (See Figure 307D). In addition, the rafter shall be fastened to the wall in accordance
with Table R602.3(1) of the International Residential Code. Framing anchors designed to carry horizontal load
may be substituted for toe nails specified in Table R602.3(1) of the International Residential Code.
In addition to uplift loads, connections shall be capable of resisting 150 lb of lateral load parallel and perpendicular
to the wall for roof members spaced 1 2 inches on center, 200 lb for roof members spaced 1 6 inches on center, and
300 lb for roof members spaced 24 inches on center.

307.2 TRUSS FRAMING SYSTEMS

307.2.1 Trusses: Trusses shall be designed in accordance with the ANSl/TPI-1.

307.2.2 Parallel chord roof trusses: Truss design submittals shall be in accordance with ANSI/TPI-1.

307.2.3 Truss design submittals shall indicate design wind speed, exposure category, height above ground,
and amount of uplift at bearings.

307.2.4 Truss Spacing: Metal plate connected wood trusses shall be spaced no more than 24 inches on center and
designed for live loads and wind loads for an enclosed building based on Section 1609 of the International
Building Code.

307.2.5 Girder trusses: Where appropriate, girder trusses shall be designed to function also as drag struts. Truss
design submittals and erection instructions shall show both uplift and lateral connection load requirements at ends of
girder truss. Drag strut requirements can be calculated by multiplying the span of the strut by the appropriate roof
diaphragm capacity given in Tables 307H1 and 307H2.

307.2.6 Connections: Uplift connectors shall be provided at truss bearing to resist the uplift loads in Table 307A. The
uplift load requirements may be interpolated for intermediate building widths. Uplift connection may be from truss to
plate or from truss to stud (See Figures 305G1, 305G2, and 307E). In addition to uplift loads, connections shall be
capable of resisting 150 lb of lateral load parallel and perpendicular to the wall for roof members spaced 12 inches on
center, 200 lb for roof members spaced 16 inches on center, and 300 lb for roof members spaced 24 inches on cen-
ter.

307.2.7 Hipped Roofs: Where trusses are used to form a hipped roof, a step-down hip system shall be used (See
Figure 307C). Uplift connections at bearing of hip trusses may be determined by using Table 307B. This method is for
a step down hip system only. Truss to truss connections shall be part of the truss design.

307.3 BRACING

307.3.1 When a gable endwall extends from the uppermost floor to the roof sheathing and is not supported by a ceil-
ing diaphragm, endwall roof bracing shall be provided perpendicular to the rafters or trusses in the first two rafter or
truss spaces at each end and shall be spaced at 4 ft maximum on center as shown in Figure 307F. Bracing members
shall be full depth of rafters or truss top chords. Roof sheathing shall be attached to bracing with panel-end nailing
recommendations.

WOOD - CHAPTER 3

TABLE 307A
WIND UPLIFT LOADS AT TOP OF SIDEWALL

(Pounds per Truss/Rafter)

ROOf&

Ceiling
Dead Load'

100 mph

120 mph

140 mph 1

Building Widtli

24"

36-

44-

52'

SO'

24-

36'

44'

52'

60'

24'

36'

44'

52'

60'

Uplift Loads for 12" truss/rafter spacing

5psf

310

445

535

630

720

400

570

690

810

930

580

830

1000

1165

1340

7psf

285

405

485

570

655

370

530

640

750

865

545

785

940

1105

1265

lOpsf

240

345

415

490

560

330

470

570

670

770

500

715

860

1010

1155

15psf

170

245

295

350

400

260

370

450

530

610

420

600

720

845

970

20psf

100

145

175

210

240

190

270

330

390

450

340

485

580

680

785

25psf

120

170

210

250

290

255

365

440

520

600

Uplift Loads for 16" truss/rafter spacing

5psf

415

595

715

835

960

535

765

920

1075

1235

775

1105

1330

1555

1790

7psf

375

540

650

760

875

495

710

855

1000

1150

725

1045

1235

1490

1690

lOpsf

320

460

555

650

750

440

630

760

890

1025

665

955

1145

1340

1545

15psf

230

325

395

465

535

345

495

600

705

810

560

795

960

1125

1295

20psf

135

195

235

275

320

255

365

440

515

595

450

640

775

905

1045

25psf

110

160

230

280

330

385

340

490

585

690

800

Uplift Loads for 24" truss/rafter spacing

5psf

620

890

1070

1255

1440

800

1145

1380

1615

1855

1155

1655

1995

2340

2680

7psf

565

810

975

1145

1315

745

1065

1280

1505

1725

1090

1560

1880

2205

2535

lOpsf

480

690

830

975

1120

660

945

1140

1335

1535

995

1425

1720

2015

2310

15psf

340

490

590

695

800

520

745

900

1055

1215

830

1190

1440

1690

1940

20psf

200

290

350

415

480

380

545

660

775

890

670

1040

1160

1365

1570

25psf

110

135

160

240

345

420

495

575

505

725

885

1040

1195

Notes:

1 . Individual connector ratings shall not be less than 100 lbs for uplift.

2. Roof and ceiling dead loads shall be actual loads provided, not counting the roof covering. In the absence of more accurate data, the follow-
ing roof and celling dead loads shall be used: 7 psf for truss assembly (roof sheathing, trusses, gypsum ceiling); 7 psf for rafter assembly
(roof sheathing, rafters, gypsum celling); 10 psf for rafter/ceiling assembly (roof sheathing, rafters and ceiling joists).

3. The following adjustments shall be permitted (uplift shall not be less than 100 lbs per connector after adjustment):

a. The required uplift capacity shall be permitted to be reduced by 30% (multiply by 0.70) for connections at least W/5 from corners but
not less than 6 feet.

b. The values In the tables assume a maximum eave height of 30 ft. When the eave height is 12 ft or less, the values shall be permitted
to be reduced by 20% (multiply by 0.80).

c. Footnote 3b shall be permitted to be applied simultaneously with footnote 3a.

119

WOOD - CHAPTER 3

Notes:

TABLE 307B

HIP ROOF STEP DOWN SYSTEM

UPLIFT LOADS AT BEARING (lbs)

Hip Truss Member

From Table 307A

Find the Uplift Load

For:

For 7-ft
EEndjack System

For 11 -ft
Endjack System

Multiply Uplift Load By

Endjacks

24' Building Width

0.68

Cornerjacks

24' Building Width

0.75

0.85

Hipjack

24' Building Width with
Trusses @ 24" o.c.

1.1

#1 Hip Truss

Actual Building Width
with Trusses @ 24" o.c.

1.8

Individual connector ratings shall not be less than 100 lbs for uplift.

Roof and ceiling dead loads shall be actual loads provided, not counting the roof covering. In the absence of more accurate data, the follow-
ing roof and ceiling dead loads shall be used: 7 psf for truss assembly (roof sheathing, trusses, gypsum ceiling); 7 psf for rafter assembly
(roof sheathing, rafters, gypsum ceiling); 10 psf for rafter/ceiling assembly (roof sheathing, rafters and ceiling joists).
EXCEPTION: Where roof tile is installed in accordance with the SBCCI Standard for Determining the Wind Resistance of Concrete and Clay
Roof Tile, the actual weight of the tile shall be permitted to be included in the total roof and ceiling dead load.
The following adjustments shall be permitted (uplift shall not be less than 100 lbs per connector after adjustment);

a. The required uplift capacity shall be permitted to be reduced by 30% (multiply by 0.70) for connections at least W/5 from corners but not
less than 6 feet.

b. The values in the tables assume a maximum eave height of 30 ft. When the eave height is 12 ft or less, the values shall be permitted to
be reduced by 20% (multiply by 0.80).

c. Footnote 3b shall be permitted to be applied simultaneously with footnote 3a.

120

WOOD - CHAPTER 3

-RIDGE LINE

^ COMMON
TRUSSES

STEP DOWN
HIP TRUSSES

DOUBLE MEMBER MAY BE REQUIRED

N,^^^^^4|r-,- -- #1 HIP

HIP JACK

END JACKS

: CORNER
JACKS

COMMON
FRAMING

FIGURE 307C
HIP ROOF FRAMING USING TRUSSES

121

WOOD - CHAPTER 3

Note: For rafter
construction, straps shall
extend such that the top
nail Is within 1 inch of
the top of the rafter, or
preferably shall be wrapped
around the top of the rafter
with one or more nails
installed on the opposite
side of the rafter.

FIGURE 307D
RAFTER TO TOP PLATE
TO STUD CONNECTION

FIGURE 307E

122

WOOD - CHAPTER 3

-RAFTER/TRUSS

SHEATHING-

BUILDING
LENGTH

- BLOCKING @ 48-o.c. MAX.
IN FIRST TWO FRAMING SPACES
AT EACH END

FIGURE 307F

ROOF SHEATHING LAYOUT

AND ENDWALL ROOF BRACING

307.4 ROOF SHEATHING

307.4.1 Roof Sheathing Thickness: Roof sheathing shall be a minimum of 15/32-inch Exposure 1 wood structural
panels installed in accordance with Figure 307F. Long dimension shall be perpendicular to framing and end joints
shall be staggered.

EXCEPTION: Where stronger or weaker roof diaphragms are required (See 307.5).

307.4.2 Roof Sheathing Spans: Roof framing shall be spaced such that the sheathing spans do not exceed those
specified in Table R503.2.1.1(1) of the International Residential Code, in no case shall spacing exceed span ratings
shown on sheathing panels.

307.4.3 Sheathing Fastenings: Sheathing shall be fastened to roof framing with 8d ring-shanl< nails at 6 inches o.c.
at edges and 6 inches o.c. at intermediate framing.

EXCEPTIONS: (See Figure 208B for nailing zones)

1 . Where Group III species framing lumber is used, spacing of ring-shank fasteners shall be 4 inches o.c. in nail-
ing zone 3 for 1 30 mph or greater design wind speeds.

3. Where Group II species framing lumber is used, spacing of ring-shank fasteners shall be permitted at 12 inches
o.c. at intermediate framingin nailing zones 1 for any design wind speed and in nailing zone 2 for 120 mph or
lower design wind speeds.

5. Where diaphragm requirements necessitate a closer nail spacing.

ROOF EDGE

r
(D 1

^..^ RIDGE

1 © ^

@
1

'IT"

/ (D

(D \

— ROOF EDGE

123

WOOD - CHAPTER 3

307.5 ROOF DIAPHE^AGM

307.5.1 Roof sheathing and fasteners shall be capable of resisting the total shear loads specified in Table 307H1 and
307H2 for the applicable distance between shear walls. Shear capacities shall be based on the spacing of the roof
framing members, sheathing material, sheathing thickness, nail size and nail spacing as specified in Table 304C1
and Table 304C2.

307.5.2 Nailing pattern shall not be less than required by 307.4.3.

307.5.3 Where roof diaphragms are not required to be blocked, continuous ridge vents may be used.

TABLE 307H1
ROOF DIAPHRAGM REQUIREMENTS AT SIDEWALLS

(Wind Parallel to Sidewalls)

Maximum Distance
Between Shearwalls

100 mph

120 mph

140 mph

Shear Capacity of Sheathing Material (plf)'<

1W-4W

120

150

210

W = Building Width

1. Tlie values in the table above assume an 8 ft. wall height. When using a wall height of 10 ft., the required

shear capacity shall be increased by 25%.

TABLE 307H2
ROOF DIAPHRAGM REQUIREMENTS AT ENDWALLS

(Wind Parallel to Endwalls)

Maximum Distance
Between Shearwalls

100 mph

120 mph

140 mph

Shear Capacity of Sheathing Material (pif)''' ^

100

105

125

180

150

185

255

195

240

340

W = Building Width

1 . The values in the table above assume an 8 ft. wall height. When using a wall height of 10 ft., the required
shear capacity shall be increased by 25%.

2. For single story buildings, values for roofs may be multiplied by 0.82 to account for lower wind forces at
lower roof heights.

308 OPEN STRUCTURES

308.1 GENERAL

There are three general types of open structures contained in this standard (See 102.1 (6) for graphic description)

• Unenclosed attached (3 sides open)

• Unenclosed portions of building (2 sides open)

• Open unattached (all sides open)

124

WOOD - CHAPTER 3

308.2 COLUMNS

308.2.1 The requirements for columns have been keyed to the bending stress (Ft,) for normal duration of load. Single

member F^ values for some common species can be found in Table 308A.

TABLE 308A
SINGLE MEMBER F,, VALUES FOR COLUMNS

COMMON SPECIES AND GRADES1 USED FOR COLUMNS

Lumber Species

Grade & Size

Fb^

DOUGLAS FIR-LARCH 19%

#2 4X4
#2 P&T 6x6
8" Poles
10" Poles

1450

700

2450

HEM-FIR 19%

#2 4x4
#2 P&T 6x6

1150
525

SOUTHERN PINE 19%

#2 4x4
#2 SR 6x6
8" Poles
10" Poles

1400
1100
2400
2400

SPRUCE-PINE-FIR 19%

#2 4x4
#2 P&T 6x6

1000
500

1 . Values for these and other species can be found In the ANSI/AF&PA National Design Specification®
(NDS®) for Wood Construction.

2. These Fb values are for single member use.

308.2.2 Columns Supporting Unenclosed Attached Structures: Minimum requirements for columns supporting
unenclosed attached structures are shown in Table 308B.

TABLE 308B

MINIMUM F|3 FOR COLUMNS SUPPORTING

UNENCLOSED ATTACHED STRUCTURES

100 mph

120 mph

140 mph

structure Width

Column Spacing

Size

Fb (Psi)

Size

Fb (Psi)

Size

Fb (Psi)

2' o.c.

4x4

1000

4x4

1150

4x4

1400

3' o.c.

6x6

500

6x6

700

6x6

700

4' o.c.

6x6

1100

6x6

1100

6x6

1100

6' o.c.

8" Pole

2400

8" Pole

2400

8" Pole

2400

8' o.c.

8" Pole

2400

8" Pole

2400

10" Pole

2400

10' o.c.

10" Pole

2400

10" Pole

2400

10" Pole

2400

12' o.c.

10" Pole

2400

—

16'

2' o.c.

6x6

500

6x6

700

6x6

700

3' o.c.

6x6

1100

6x6

1100

8" Pole

2400

4' o.c.

8" Pole

2400

8" Pole

2400

8" Pole

2400

6' o.c.

8" Pole

2400

10" Pole

2400

10" Pole

2400

8' o.c.

10" Pole

2400

—

40'

2' o.c.

6x6

1100

6x6

1100

8" Pole

2400

3' o.c.

8" Pole

2400

8" Pole

2400

8" Pole

2400

4' o.c.

8" Pole

2400

10" Pole

2400

10" Pole

2400

125

WOOD - CHAPTER 3

308.2.3 Columns Supporting Unenclosed Portions of Building: Minimum requirements for columns supporting
unenclosed portions of the main structure are shown in Table 308C.

TABLE 308C

MINIMUM Fi, FOR COLUMNS SUPPORTING

UNENCLOSED PORTIONS OF BUILDING

100 mph

120 mph

140 mph

Structure Width

Column Spacing

Size

Fb (Psi)

Size

Fb (psi)

Size

Fb (psi)

2' o.c.

4x4

1000

4x4

1000

4x4

1000

3' 0.0.

4x4

1000

4x4

1150

4x4

1400

4' o.c.

4x4

1400

6x6

500

6x6

700

6' o.c.

6x6

700

6x6

1100

6x6

1100

8' o.c.

6x6

1100

8" Pole

2400

8" Pole

2400

10' o.c.

8" Pole

2400

8" Pole

2400

8" Pole

2400

12' o.c.

8" Pole

2400

8" Pole

2400

10" Pole

2400

14' o.c.

8" Pole

2400

10" Pole

2400

10" Pole

2400

16' o.c.

10" Pole

2400

10" Pole

2400

—

18' o.c.

10" Pole

2400

—

16'

2' o.c.

4x4

1000

4x4

1000

4x4

1400

3' o.c.

6x6

500

6x6

525

6x6

700

4' o.c.

6x6

700

6x6

1100

6x6

1100

6' o.c.

8" Pole

2400

8" Pole

2400

8" Pole

2400

8' o.c.

8" Pole

2400

8" Pole

2400

10" Pole

2400

10' o.c.

10" Pole

2400

10" Pole

2400

10" Pole

2400

12' o.c.

10" Pole

2400

—

14' o.c.

10" Pole

2400

—

16' o.c.

10" Pole

2400

—

18' o.c.

10" Pole

2400

—

40'

2' o.c.

6x6

500

6x6

700

6x6

700

3' o.c.

6x6

1100

6x6

1100

8" Pole

2400

4' o.c.

8" Pole

2400

8" Pole

2400

8" Pole

2400

6' o.c.

8" Pole

2400

10" Pole

2400

10" Pole

2400

8' o.c.

1 0" Pole

2400

—

126

WOOD - CHAPTER 3

308.2.4 Columns Supporting Open Unattached Structures: Minimum requirements for columns supporting open
unattached structures are shown in Table 308D.

TABLE 308D

MINIMUM Ft, FOR COLUMNS SUPPORTING

OPEN UNATTACHED STRUCTURES

100 mpli

120 mph

140 mph

Structure Width Column Spacing

Size

Fb (psi)

Size

Fb (psi)

Size

Fb(psi)

2' o.C.

4x4

1000

4x4

1150

4x4

1450

3' O.C.

6x6

500

6x6

700

6x6

700

4' o.C.

6x6

1100

6x6

1100

8" Pole

2400

6' O.C.

8" Pole

2400

8" Pole

2400

8" Pole

2400

8' 0.0.

8" Pole

2400

8" Pole

2400

10" Pole

2400

10' o.C.

10" Pole

2400

10" Pole

2400

10" Pole

2400

12' O.C.

10" Pole

2400

—

16'

2' o.C.

6x6

500

6x6

700

6x6

700

3' O.C.

6x6

1100

8" Pole

2400

8" Pole

2400

4' o.C.

8" Pole

2400

8" Pole

2400

8" Pole

2400

6' O.C.

10" Pole

2400

10" Pole

2400

10" Pole

2400

8' o.C.

10" Pole

2400

—

40'

2' o.C.

6x6

1100

6x6

1100

8" Pole

2400

3' O.C.

8" Pole

2400

8" Pole

2400

8" Pole

2400

4' O.C.

8" Pole

2400

10" Pole

2400

10" Pole

2400

308.3 COLUMN EMBEDMENT

308.3.1 When resisting uplift and lateral loads, columns must be embedded not less than the minimum depths shown

in Table 308E.

TABLE 308E
MINIMUM COLUMN EMBEDMENT DEPTHS

Roof Angle

5°

15°

25°

Baci(fill IVIateriai

Soil
Only

Concrete
rdia.

\ 1
Concrete

2" dia.

Soil
Only

Concrete
1'dia.

Concrete
2' dia.

Soil
Only

Concrete
rdla.

Concrete
2' dia.

Size

Embedment Depth

4x4

54"

36"

29"

67"

44"

36"

73"

49"

38"

6x6

56"

43"

35"

71"

55"

43"

78"

60"

48"

8" Pole

59"

52"

41"

76"

66"

53"

82"

71"

56"

10" Pole

61"

58"

46"

78"

73"

58"

84"

79"

64"

EXCEPTION: Embedment depths can be reduced 20 percent when a poured concrete floor is used in addition to the backfill materials
given above.

127

WOOD - CHAPTER 3

308.4 COLUMN CONNECTIONS

308.4.1 The columns shall be fastened to girders above and below in accordance with Section 2306 of the Standard
Building Code, in addition, uplift connectors must be provided to resist the uplift loads shown in Table 308F.

308.4.2 Uplift load requirements may be interpolated for intermediate building widths.

TABLE 308F

MINIMUM UPLIFT LOADS

FOR COLUMN TO GIRDER CONNECTIONS

100 mph

120 mph

140 mph

Building Width

16-

24-

32'

40'

16'

24'

32'

40'

16'

24'

32'

40'

Col. Spacing

1'0.C.

184

255

327

398

107

250

348

446

543

138

324

450

577

704

2' o.c.

175

375

525

650

800

225

500

700

900

1100

275

650

900

1150

1425

3' o.c.

250

550

775

1000

1200

325

750

1050

1350

1625

425

975

1350

1750

2125

4' o.c.

325

750

1025

1325

1600

425

1000

1400

1800

2175

550

1300

1800

2325

2825

6' o.c.

475

1100

1550

1975

2400

650

1500

2100

2675

3275

825

1950

2700

3475

4225

8' o.c.

650

1475

2050

2625

3200

875

2000

2800

3575

—

1100

2600

3600

4625

—

10' o.c.

800

1850

2550

3275

—

1075

2500

3500

—

1400

3250

4500

12' o.c.

950

2225

3075

—

1300

3000

—

1675

3900

—

14' o.c.

1125

2575

—

1500

—

1950

—

16' o.c.

1275

—

—.

1725

—

18' o.c.

1425

—

308.5 GIRDERS

Girders shall be designed in accordance with Section 2307.2 of the Standard Building Code and the American Forest
and Paper Association's (AF&PA) Wood Structural Design Data using accepted roof dead and live load conditions.

308.6 ROOF SYSTEM

The roof system shall be designed in accordance with 307.

309 EXTERIOR WALL VENEERS

309.1 INSTALLATION

Exterior wall veneers shall be installed in accordance with Chapter 7 of the International Residential Code.

309.2 VINYL SIDING

Vinyl siding shall be tested or designed to comply with the wind load requirements of Section 1609 of the International
Building Code.

309.3 STUCCO

Application of stucco (portland cement plaster) shall be in accordance with ASTM C 926, Application of Portland
Cement Based Plaster. Two layers of water-resistant barrier materials shall be used with stucco. Flashing shall be
installed such that it directs water from the drainage plane away from the interior of the building.

128

CONSTRUCTION - CHAPTER 4

CHAPTER 4

COMBINED CONCRETE, MASONRY, OR ICF AND WOOD

EXTERIOR WALL CONSTRUCTION

401 SCOPE

401.1 This chapter prescribes construction requirements for various individual building elements where one or more
exterior walls above the foundation contain both concrete or masonry and wood construction. Where specific con-
struction requirements are not specifically prescribed in this chapter, the requirements of Chapters 2 and 3, as appro-
priate, shall govern.

402 CONCRETE, MASONRY, OR ICF FIRST STORY, WOOD FRAME SECOND STORY

402.1 The foundation system shall be designed in accordance with Chapter 2 for a two-story building with concrete,
masonry, or ICF exterior walls.

402.2 The first-story walls, including the vertical reinforcement and bond beam, shall be in accordance with Chapter 2.

402.3 Beams spanning openings in first-story walls shall be in accordance with Section 205.2 for concrete and
masonry walls and in accordance with 206 for ICF walls.

402.4 The second-story floor system shall be in accordance with Section 304.

402.5 The second-story walls, ceilings, and roof shall be in accordance with the appropriate sections in Chapter 3.

402.6 Second-story shearwalls shall be connected to first-story walls as required by 303.2.3 and 305.7 (See Figure
305T4).

402.7 Drainage planes and flashing shall be provided to direct water entering the wood frame wall away from the
interior of the building and the masonry or concrete wall below.

403 WOOD FRAME GABLE ENDWALLS ABOVE CONCRETE, MASONRY, OR ICF WALLS

403.1 This condition is not permitted unless there is a ceiling diaphragm as specified in Section 207.

403.2 Gable construction shall be in accordance with Section 305.

403.3 Concrete or masonry wall construction shall be in accordance with Section 205. ICF wall construction shall be
in accordance with 206.

403.4 Connections of walls, ceiling, and gables shall be similar to conditions shown in Figures 207D
and E.

CONSTRUCTION - CHAPTER 4

ROOF COVERINGS - CHAPTER 5

CHAPTER 5
ROOF COVERINGS

501 ASPHALT SHINGLES

Asphalt shingles shall comply with Section R905.2 of the International Residential Code, shall have self-seal strips, :
or shall be interlocking. Asphalt shingles shall have the type and number of fasteners recommended by the manufacturer."

EXCEPTIONS:

Asphalt shingles with self-seal strips shall have a minimum of 6 fasteners per shingle on roofs meeting any one of

the following conditions:

1 . The eave height is 20 ft or greater above grade, or

2. The Basic Wind Speed is 100 mph or greater.

Asphalt shingles shall comply with UL 2390 and ASTM D 6381, and shall be classified in accordance with Table 501 =
using ASTM D 6381 . Wrappers or shingle bundles shall be labeled with the tested wind classification and UL 2390/ =

ASTM D 6381 . \

Table 501 =

Asphalt Shingle Wind Rating Classification =

Basic Wind Speed, V

Classification

100mph<V< 110 mph

F, G, or H

110 mph <V< 120 mph

GorH

V> 120 mph

502 CONCRETE ROOF TILES

Mechanically fastened concrete roof tiles complying with Section R 905.3 of the International Residential Code and
with the following limitations shall be installed in accordance with Tables 502A through 502D.

1 The roof tiles shall be installed on solid sheathing complying with this standard.

2. The length of the tile shall be between 1 .0 and 1 .75 ft (305 and 533 mm).

3. The exposed width of the tile shall be between 0.67 and 1 .25 ft (203 and 381 mm).

4. The maximum thickness of the tail of the roof tile shall not exceed 1 .3 inches (33 mm).

5. Structural support shall be provided for hip and ridge tiles. (See FRSA/RT 1 Installation Manual)

Table 502A

Required Aerodynamic Uplift Moment, Ma (ft-lbf)

Exposure B

Gable Roof 2:12 < 9 < 6:12 (Z" < 6 < 27°)

Hip Roof 5 1/2:12 < 6 < 6:12 (25° < 6 < 27°)

Height
(ft)

Basic Wind S

peed, V (mph)

100

105

110

120

125

130

140

145

150

170

0-30

11.2

12.5

15.4

17.0

18.7

22.2

24.1

26.1

30.3

32.5

34.7

44.6

12.1

13.6

16.8

18.5

20.3

24.1

26.2

28.3

32.9

35.3

37.7

48.5

12.9

14.5

17.9

19.7

21.6

25.7

27,9

30.2

35.0

37.6

40.2

51.6

13.6

15.2

18.8

20.8

22.8

27.1

29.4

31.8

36.9

39.6

42.4

54.4

131

ROOF COVERINGS - CHAPTER 5

Table 502B

Required Aerodynamic Uplift Moment, Ma (ft-lbf)

Exposure B

Hip Roof 2:12< 9 < 5 1/2:12 (7° < 6 < 25°)

Height
(ft)

Basic Wind Speed, V (mph)

100

105

110

120

125

130

140

145

150

170

0-30

8.4

9.4

11.6

12.8

14.0

16.7

18.1

19.6

22.7

24.4

26.1

33.5

9.1

10.2

12.6

13.9

15.2

18.1

19.6

21.3

24.6

26.4

28.3

36.3

9.7

10.9

13.4

14.8

16.2

19.3

20.9

22.6

26.3

28.2

30.2

38.7

10.2

11.4

14.1

15.6

17.1

20.3

22.1

23.9

27.7

29.7

31.8

40.8

Table 502C

Required Aerodynamic Uplift Moment, Ma (ft-lbf)

Exposure B

Gable Roof 6:12 < 6 < 12:12 (27° < 6 < 45°)

Height
(ft)

Basic Wind S

peed, V (mph)

100

105

110

120

125

130

140

145

150

170

0-30

6.8

7.6

9.4

10.4

11.4

13.6

14.7

15.9

18.5

19.8

21.2

27.3

7.4

8.3

10.2

11.3

12.4

14.8

16.0

17.3

20.1

21.5

23.1

29.6

7.9

8.8

10.9

12.0

13.2

15.7

17.1

18.5

21.4

23.0

24.6

31.6

8.3

9.3

11.5

12.7

13.9

16.6

18.0

19.4

22.5

24.2

25.9

33.2

Notes for Tables 502A through 502C:

1 . Roof tiles shall comply with the following dimensions:

(1 ) The total length of the roof tile shall be between 1 .0 foot and 1 .75 feet.

(2) The exposed width of the roof tile shall be between 0.67 feet and 1 .25 feet.

(3) The maximum thickness of the tail of the roof tile shall not exceed 1 .3 inches.

2. The required aerodynamic uplift moments in these tables are based on a roof tile that has a Tile Factor of 1 .407 ft^ The required aerodynamic uplift mo-
ment for roof tiles with a Tile Factor other than 1 .407 ft^ may be determined by using the following procedure. These tables are conservative for roof tiles
with a Tile Factor less than 1 .407 ft'.

(1) Calculate the Tile Factor for the desired roof tile.
Tile Factor = b (L) (LJ

b = exposed width of the roof tile (ft)
L = total length of roof tile (ft)

L = moment between point of rotation and the theoretical location of the resultant of the wind uplift force. For the standard roof tiles the moment
arm = 0.76 L (See IBC - Section 1609.7.3)

(2) Based on exposure, roof style, roof pitch, importance, basic wind speed, and mean roof height select the appropriate required aerodynamic uplift
moment from the tables for the desired roof tile.

(3) IMultiply the selected required aerodynamic uplift moment by the ratio of the tile factor for the desired roof tile and 1.407 ftl

(4) Select an attachment system that is equal to or greater than the calculated required aerodynamic uplift moment in step 3.

3. The following table provides a combination of exposed widths and total lengths that generate a Tile Factor of 1 .407 ft'. The table "Maximum Combination
of Tile Length and Tile's Exposed Width" provides a listing of tiles that fit this Tile Factor.

Maximum Combination of Tile Len<

3th and Tile's Exposed Width

Maximum

Tile Length

(inches)

19-1/2

18-1/2

17-1/2

16-1/2

15-1/2

14-1/2

Maximum

Exposed

Width

(inches)

8-1/2

9-1/4

9-3/4

10-1/4

11-1/4

11-3/4

12-1/2

13-1/4

13-3/4

132

ROOF COVERINGS - CHAPTER 5

Table 502D

Allowable Aerodynamic Uplift Moments

Mechanical Fastening Systems

Fasteners

Sheathing (plywood or code approved
equivalent)

15/32"

19/32"

Batten
Installation
over 15/32"

2-10d Ring Shank Nails

36.1

45.5

36.4

1-#8 Screw

33.3

30.1

2-#8 Screw

55.5

41.9

1-1 Od Smooth or Screw Shanit
Nail

12.9

15.2

8.7

2-1 Od Smooth or Screw Shank
Nails

19.1

23.5

11.9

1-1 Od Smooth or Screw Shank
Nail -Field Clip

30.5

29.6

1-1 Od Smooth or Screw Shank
Nail - Eave Clip

25.2

27.5

2-1 Od Smooth or Screw Shank
Nails -Field Clip

41.7

40.2

2-1 Od Smooth or Screw Shank
Nails -Eave Clip

38.1

37.6

Notes for Table 502D:

Fasteners shall have a minimum edge distance of 1 - V2 inches from the head of the tile and located in the pan of the tile to obtain the values in Table
502A. Consult the tile manufacturer for additional limitations or restrictions.

Ring shanl< nails shall be 10d ring shank corrosion resistant steel nails (3 inches long, 0.283 inch flat head diameter, 0.121 inch shank diameter, and
0.131 inch ring diameter).

Smooth or screw shank nails shall be 10d corrosion resistant steel (3 inches long, 0.28 inch flat head diameter, 0.128 inch screw or 0.131 inch smooth
shank diameter).

Screws are #8 course threaded, 22 inches long corrosion resistant steel wood screws conforming to ANSI/ASME B 18.8.1 .

The fastener hole nearest the overlook shall be used when a single nail or screw is required. The fastener hole nearest the underlock and the fastener
hole nearest the overlook shall be used when two nails or screws are required.

When using eave and field clips, attachment of the tiles is accomplished by a combination of nails and clips. Tiles are nailed to the sheathing or through
the battens to the sheathing with one or two lOd corrosion resistant nails (Note 2 and 3 above) as required by Tables 502A, 502B, 502C and 502D. Ad-
ditionally, each tile is secured with a 0.060 inch thick and 0.5 inch wide clip which is secured to the plywood sheathing or eave fascia, as appropriate, with
a single nail per clip. The nail shall be place in the hole closest to the tile for clips having more than one nail hole. The following clip/nail combinations are
permitted:

(1) Aluminum alloy clip with 1.25 inch HD galvanized roofing nail (0.128 inch shank diameter).

(2) Galvanized steel deck clip with 1 .25 inch HD galvanized roofing nail (0.128 inch shank diameter).

(3) Stainless steel clip with 1.25 inch HD galvanized roofing nail (0.128 inch shank diameter).

Field clips and eave clips are to be located along the tile where the clip's preformed height and the tile's height above the underlayment are identical.

Table 502E

Allowable Aerodynamic Uplift Moments

Adhesive Fastening Systems

Refer to the adhesive manufacturer for the allowable aerodynamic uplift moment for the installation method used.
Installation of roof tiles using the adhesive system should be done by technicians trained and having a current certifi-
cation by the adhesive manufacturer.

Table 502F

Allowable Aerodynamic Uplift Moments

Mortar Fastening Systems

Refer to the pre-bagged mortar mix manufacturer for the allowable aerodynamic uplift moment for the installation
method used. Mixing of mortar at the jobsite is not a recommended practice. Installation of roof tiles using the mortar
system should be done by technicians trained and having a current certification by the mortar mix manufacturer.

133

ROOF COVERINGS - CHAPTER 5

WINDOWS AND DOORS - CHAPTER 6

CHAPTER 6
WINDOWS AND DOORS

601 SCOPE

This chapter prescribes performance and construction requirements for window systems installed in wall and roof
systems and door systems installed in wall systems. Waterproofing, sealing and flashing are not included in the
scope of this section.

602 WINDOWS, DOORS AND UNIT SKYLIGHTS INSTALLED IN WALL/ROOF SYSTEMS

602.1 GENERAL

602.1.1 Windows, Unit Skylights, and Sliding Doors. Windows, uniti sl<ylights and sliding glass doors shall be
tested to the design pressure criteria of Table 602A by an approved testing laboratory and bear the label of an
approved inspection agency to indicate compliance with the requirements of one of the following specifications:

1. AAMA/NWWDA/101/I.S.2

2. ANSI/AAMA/WDMA/101/I.S.2/NAFS

3. AAMA/WDMA/CSA/101/I.S.2/A440

602.1.2 Exterior Side-Hinged Doors. Exterior side hinged doors shall be tested in accordance with ASTM E330,
Procedure A, at a load of 1 .5 times the design pressure load required in Table 602A. The test load of 1 .5 times the
design pressure load required in Table 602A. The test load shall be sustained for 10 seconds with no permanent
deformation of any main frame or panel member in excess of 0.4 percent of its span after the load is removed.
After each loading, there shall be no glass breakage, permanent damage to fasteners, hardware parts, or any other
damage which causes the door to be inoperable.

Exception: Exterior side hinged doors that have been tested to the design pressure criteria of Table 602A by
an approved testing laboratory, and bear the label of an approved inspection agency, to indicate compliance
with AAIVIA/WDMA/CSA/101/I.S.2/A440.

602.1.3 Other Exterior Fenestration Assemblies. Exterior Fenestration Assemblies not included in the scope of
the standards referenced in sections 602.1.1 or 602.6 shall be tested in accordance with ASTM E330, Procedure A,
at a load of 1 .5 times the required design pressure load required in Table 602A. The test load shall be sustained for
10 seconds with no permanent deformation in excess of 0.4 percent of its span after the load is removed. After each
loading, there shall be no glass breakage, permanent damage to fasteners, hardware parts, or any other damage
which causes the door to be inoperable.

602.1 .4 Glass in Exterior Fenestration Assemblies. Glass load resistance for glazing used in exterior fenestration
assemblies sahll be determined in accordance with ASTM El 300.

Exception: Glazing in fesestration assemblies that comply with 602.1 .1 .

602.2 DESIGN PRESSURE REQUIREMENTS

602.2.1 Design Pressures. Design pressure requirements for windows and doors installed in buildings with a mean
roof height of 30 feet are listed in Table 602A. For mean roof heights other than 30 feet multiply the table values by
the height adjustment factor of Table 602B. Pressures shall be applied in accordance with Figure 602.

Waterproofing, sealing and flashing are important considerations in the development of hurricane resistant residen-
tial construction. Experience in 2004 with homes built to the level of structural design associated with this standard
demonstrated that the homes performed very well structurally. However, there were significant problems with dam-
age of roof coverings and soffit materials and with water intrustion into the home. The establishment of drainage
planes that direct water away from the interior of the home is critical to the mitigation of water intrusion, damage to
interior walls and celings and preventing mold growth. A study that highlights water intrusion issues and suggests
potential solutions for new construction was conducted by Building Science Corporation for the Florida Home Build-
ers Association. That report is available at: www.fhba.com/docs/Florida_Report_opt.pdf

WINDOWS AND DOORS - CHAPTER 6

TABLE 602A='>

DESIGN WIND LOADS FOR WINDOWS AND DOORS (psf)

For A (Mean Roof Height of 30 feet

ZONE

EFFECTIVE
WIND
AREA

BASIC WIND SPEED V (mph—

3-second gust)

100

110

120

130

140

150

170

5.3

-13.0

5.9

-14.6

7.3

-18.0

8.9

-21.8

10.5

-25.9

12.4

-30.4

14.3

-35.3

16.5

-40.5

21.1

-52.0

5.0

-12.7

5.6

-14.2

6.9

-17.5

8.3

-21.2

9.9

-25.2

11.6

-29.6

13.4

-34.4

15.4

-39,4

19.8

-50.7

4.5

-12.2

5.1

-13.7

6.3

-16.9

7.6

-20.5

9.0

-24.4

10.6

-28.6

12.3

-33.2

14.1

-38.1

18.1

-48.9

100

4.2

-11.9

4.7

-13.3

5.8

-16.5

7.0

-19.9

8.3

-23.7

9.8

-27.8

11.4

-32.3

13.0

-37.0

16.7

-47.6

5.3

-21.8

5.9

-24.4

7.3

-30.2

8.9

-36.5

10.5

-43.5

12.4

-51.0

14.3

-59.2

16.5

-67.9

21.1

-87.2

5.0

-19.5

5.6

-21.8

6.9

-27.0

8.3

-32.6

9.9

-38.8

11.6

-45.6

13.4

-52.9

15.4

-60.7

19.8

-78.0

4.5

-16.4

5.1

-18.4

6.3

-22.7

7.6

-27.5

9.0

-32.7

10.6

-38.4

12.3

-44.5

14.1

-51.1

18.1

-65.7

100

4.2

-14.1

4.7

-15.8

5.8

-19.5

7.0

-23.6

8.3

-28.1

9.8

-33.0

11.4

-38.2

13.0

-43.9

16.7

-56.4

5.3

-32.8

5.9

-36.8

7.3

-45.4

8.9

-55.0

10.5

-65.4

12.4

-76.8

14.3

-89.0

16.5

-102.2

21.1

-131.3

5.0

-27.2

5.6

-30.5

6.9

-37.6

8.3

-45.5

9.9

-54.2

11.6

-63.6

13.4

-73.8

15.4

-84.7

19.8

-108.7

4.5

-19.7

5.1

-22.1

6.3

-27.3

7.6

-33.1

9.0

-39.3

10.6

-46.2

12.3

-53.5

14.1

-61.5

18.1

-78.9

100

4.2

-14.1

4.7

-15.8

5.8

-19.5

7.0

-23.6

8.3

-28.1

9.8

-33.0

11.4

-38.2

13.0

-43.9

16.7

-56.4

■o

7.5

-11.9

8.4

-13.3

10.4

-16.5

12.5

-19.9

14.9

-23.7

17.5

-27.8

20.3

-32.3

23.3

-37.0

30.0

-47.6

6.8

-11.6

7.7

-13.0

9.4

-16.0

11.4

-19.4

13.6

-23.0

16.0

-27.0

18.5

-31.4

21.3

-36.0

27.3

-46.3

6.0

-U.l

6.7

-12.5

8.2

-15.4

10.0

-18.6

U.9

-22.2

13.9

-26.0

16.1

-30.2

18.5

-34.6

23.8

-44.5

100

5.3

-10.8

5.9

-12.1

7.3

-14.9

8.9

-18.1

10.5

-21.5

12.4

-25.2

14.3

-29.3

16.5

-33.6

21.1

-43.2

7.5

-20.7

8.4

-23.2

10.4

-28.7

12.5

-34.7

14.9

-41.3

17.5

-48.4

20.3

-56.2

23.3

-64.5

30.0

-82.8

6.8

-19.0

7.7

-21.4

9.4

-26.4

11.4

-31.9

13.6

-38.0

16.0

-44.6

18.5

-51.7

21.3

-59.3

27.3

-76.2

6.0

-16.9

6.7

-18.9

8.2

-23.3

10.0

-28.2

11.9

-33.6

13.9

-39.4

16.1

-45.7

18.5

-52.5

23.8

-67.4

100

5.3

-15.2

5.9

-17.0

7.3

-21.0

8.9

-25.5

10.5

-30.3

12.4

-35.6

14.3

-41.2

16.5

-47.3

21.1

-60.8

7.5

-30.6

8.4

-34.3

10.4

-42.4

12.5

-51.3

14.9

-61.0

17.5

-71.6

20.3

-83.1

23.3

-95.4

30.0

-122.5

6.8

-28.6

7.7

-32.1

9.4

-39.6

11.4

-47.9

13.6

-57.1

16.0

-67.0

18.5

-77.7

21.3

-89.2

27.3

-114.5

6.0

-26.0

6.7

-29.1

8.2

-36.0

10.0

-43.5

U.9

-51.8

13.9

-60.8

16.1

-70.5

18.5

-81.0

23.8

-104.0

100

5.3

-24.0

5.9

-26.9

7.3

-33.2

8.9

-40.2

10.5

-47.9

12.4

-56.2

14.3

-65.1

16.5

-74.8

21.1

-96.0

■a

s
ft

■s

11.9

-13.0

13.3

-14.6

16.5

-18.0

19.9

-21.8

23.7

-25.9

27.8

-30.4

32.3

-35.3

37.0

-40.5

47.6

-52.0

11.6

-12.3

13.0

-13.8

16.0

-17.1

19.4

-20.7

23.0

-24.6

27.0

-28.9

31.4

-33.5

36.0

-38.4

46.3

-49.3

U.l

-11.5

12.5

-12.8

15.4

-15.9

18.6

-19.2

22.2

-22.8

26.0

-26.8

30.2

-31.1

34.6

-35.7

44.5

-45.8

100

10.8

-10.8

12.1

-12.1

14.9

-14.9

18.1

-18.1

21.5

-21.5

25.2

-25.2

29.3

-29.3

33.6

-33.6

43.2

-43.2

U.9

-15.2

13.3

-17.0

16.5

-21.0

19.9

-25.5

23.7

-30.3

27.8

-35.6

32.3

-41.2

37.0

-47.3

47.6

-60.8

11.6

-14.5

13.0

-16.3

16.0

-20.1

19.4

-24.3

23.0

-29.0

27.0

-34.0

31.4

-39.4

36.0

-45.3

46.3

-58.1

U.l

-13.7

12.5

-15.3

15.4

-18.9

18.6

-22.9

22.2

-27.2

26.0

-32.0

30.2

-37.1 ^

34.6

-42.5

44.5

-54.6

100

10.8

-13.0

12.1

-14.6

14.9

-18.0

18.1

-21.8

21.5

-25.9

25.2

-30.4

29.3

-35.3

33.6

-40.5

43.2

-52.0

U.9

-15.2

13.3

-17.0

16.5

-21.0

19.9

-25.5

23.7

-30.3

27.8

-35.6

32.3

-41.2

37.0

-47.3

47.6

-60.8

11.6

-14.5

13.0

-16.3

16.0

-20.1

19.4

-24.3

23.0

-29.0

27.0

-34.0

31.4

-39.4

36.0

-45.3

46.3

-58.1

U.l

-13.7

12.5

-15.3

15.4

-18.9

18.6

-22.9

22.2

-27.2

26.0

-32.0

30.2

-37.1

34.6

-42.5

44.5

-54.6

100

10.8

-13.0

12.1

-14.6

14.9

-18.0

18.1

-21.8

21.5

-25.9

25.2

-30.4

29.3

-35.3

33.6

-40.5

43.2

-52.0

13.0

-14.1

14.6

-15.8

18.0

-19.5

21.8

-23.6

25.9

-28.1

30.4

-33.0

35.3

-38.2

40.5

-43.9

52.0

-56.4

12.4

-13.5

13.9

-15.1

17.2

-18.7

20.8

-22.6

24.7

-26.9

29.0

-31.6

33.7

-36.7

38.7

-42.1

49.6

-54.1

11.6

-12.7

13.0

-14.3

16.1

-17.6

19.5

-21.3

23.2

-25.4

27.2

-29.8

31.6

-34.6

36.2

-39.7

46.6

-51.0

100

11. 1

-12.2

12.4

-13.6

15.3

-16.8

18.5

-20.4

22.0

-24.2

25.9

-28.4

30.0

-33.0

34.4

-37.8

44.2

-48.6

500

9.7

-10.8

10.9

-12.1

13.4

-14.9

16.2

-18.1

19.3

-21.5

22.7

-25.2

26.3

-29.3

30.2

-33.6

38.8

-43.2

13.0

-17.4

14.6

-19.5

18.0

-24.1

21.8

-29.1

25.9

-34.7

30.4

-40.7

35.3

-47.2

40.5

-54.2

52.0

-69.6

12.4

-16.2

13.9

-18.2

17.2

-22.5

20.8

-27.2

24.7

-32.4

29.0

-38.0

33.7

-44.0

38.7

-50.5

49.6

-64.9

11.6

-14.7

13.0

-16.5

16.1

-20.3

19.5

-24.6

23.2

-29.3

27.2

-34.3

31.6

-39.8

36.2

-45.7

46.6

-58.7

100

U.l

-13.5

12.4

-15.1

15.3

-18.7

18.5

-22.6

22.0

-26.9

25.9

-31.6

30.0

-36.7

34.4

-42.1

44.2

-54.1

500

9.7

-10.8

10.9

-12.1

13.4

-14.9

16.2

-18.1

19.3

-21.5

22.7

-25.2

26.3

-29.3

30.2

-33.6

38.8

-43.2

= For SI: 1 foot = 304.8 mm, 1 degree = 0.0174 rad, 1 mile per hour = 0.44 m/s, 1 pound per square foot = 47.9 War.
~ a. For mean roof heights greater than 30 feet, pressures shall be multiplied by the adjustment factor of Table 602B

b. Pressures shall be applied in accordance with Figure 602

136

WINDOWS AND DOORS - CHAPTER 6

TABLE 602B
ADJUSTMENT FACTOR FOR BUILDING HEIGHT

MEAN ROOF HEIGHT

(feet)

FACTOR

1.00

1.05

1.09

1.12

®L ®

® .®

®j ©

® 1®

®i ®

--®-1®

GABLE ROOFS
e<10''

e<io°

WALLS

GABLE ROOFS
10°<e<45°

For SI: 1 foot = 304.8 mm, 1 degree = 0.009 rad.
Note: a = 4 feet in all cases

HIP ROOFS
10°<e<30°

FIGURE 602
PRESSURE ZONES

137

WINDOWS AND DOORS - CHAPTER 6

602.3 ANCHORAGE METHODS

602.3.1 General. The methods sited in this section apply only to anchorage of window and door assemblies to the
main wind force resisting system.

602.3.2 Anchoring Requirements. IVIanufacturers of exterior windows, doors and unit sl<ylights shall provide anchor-
ing specifications to achieve the design pressure specified in accordance with the test requirements of Section 602.1.

602.3.2.1 Installation. Exterior windows, doors and unit skylights shall be anchored in accordance with the
specifications provided in 602.3.2 and installed in accordance with the manufactuer's installation instructions.

602.4 MULLIONS OCCURRING BETWEEN INDIVIDUAL WINDOW AND DOOR ASSEMBLIES

602.4.1 Mullions. IViullions shall be tested by an approved testing laboratory in accordance with AAMA 450, or be
engineered in accordance with accepted engineering practice.

602.4.1.1 Engineered Mullions. Mullions qualified by accepted engineering practice shall comply with the
performance criteria in sections 602.4.2, 602.4.3, and 602.4.4.

602.4.1.2 Mullions Tested as Stand Alone Units. Mullions tested as stand alone units in accordance with
AAMA 450 shall comply with the performance criteria in sections 602.4.2, 602.4.3, and 602.4.4.

602.4.1.3 Mullions Tested in an Assembly. Mullions qualified by a test of an entire assembly in accordance
with AAMA 450 shall comply with sections 602.4.2 and 602.4.4.

602.4.2 Load Transfer. Mullions shall be designed to transfer the design pressure loads applied by the window and
door assemblies to the rough opening substrate.

602.4.3 Deflection. Mullions shall be capable of resisting the design pressure loads applied by the window and door
assemblies to be supported without deflecting more than L/175, where L = the span of the mullion in inches.

602.4.4 Structural Safety Factor. Mullions shall be capable of resisting a load of 1 .5 times the design pressure
loads applied by the window and door assemblies to be supported without exceeding the appropriate material stress
levels. If tested by an approved laboratory, the 1.5 times the design pressure load shall be sustained for 10 seconds,
and the permanent deformation shall not exceed 0.4% of the mullion span after the 1 .5 times design pressure load is
removed.

603 PROTECTION OF GLAZED OPENINGS

603.1 Windborne Debris Protection. In regions within one mile of the coastal mean high water line where the basic
wind speed shown on Figure 104A is 110 mph or greater and in all regions where the basic wind speed shown in 120
mph or greater, glazed openings shall be protected with an impact-resistant covering or shall be impact resistant and
tested by an approved independent laboratory, listed by an approved entity and bear a label identifying manufacturer,
performance characteristics, and approved inspection agency to indicate compliance to the large missile test
requirements of the following specifications:

SSTD12or

ASTM E1886 and ASTM E1996 or

AAMA 506

EXCEPTIONS:

1 . Wood structural panels with a minimum thickness of 7/16 inch and maximum panel span of 8 feet shall be

permitted for opening protection. Panels shall be precut to cover the glazed openings and sized appropriately for

the attachment method provided. Panels shall be pre-drilled as required for the anchorage method and all required

hardware shall be provided. Permanent corrosion resistant attachment hardware shall be provided in accordance

with Table 603 or sized and spaced to resist the component and cladding loads in accordance with Tables 602A1 or

602A2.

WINDOWS AND DOORS - CHAPTER 6

TABLE 603

WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE^

FOR WOOD STRUCTURAL PANELS^

FASTENER
Type

FASTENER SPACING FOR WOOD FRAME STRUCTURES^ (in)

Panel Lenth
<2ft

2 ft < Panel
Length < 4 ft

4 ft < Panel
Length < 6 ft

6 ft < Panel
Length < 8 ft

#8 Wood Screw based anchor
with 2-inch embedment iength

#10 Wood Screw based anchor
with 2-inch embedment iength

1/4 Lag Screw Based anchor
with 2-inch embedment iength

Notes:

1 . This Table is based on 140 mph wind speeds in accordance with Figure 104A and 45 foot mean roof height.

2. Fasteners shall be installed at opposing ends of the wood structural panel.

3. Where anchors are installed in masonry or nnasonry/stucco, they shall be vibration resistant anchors having a minimum ultimate withdrawal capacity of
1500 lbs and spaced at not more than 16 inches.

139

APPENDIX

APPENDIX A
REFERENCE STANDARDS

AAMAA/VDMA 101/I.S.2-97, Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass
Doors

ACI 318-02, Building Code Requirements for Reinforced Concrete

ACI 530/ASCE 5/TMS 402-02, Building Code Requirements for Masonry Structures

ACI 530.1 /ASCE 6/Tt\/IS 602-02, Specifications for Masonry Structures

AISC Specification for Structural Steel Buildings — Allowable Stress Design and Plastic Design, 1 989s1

APA Plywood Design Specification, 1997

ASCE 7-02, Minimum Design Loads for Buildings and Other Structures

ASTM A 36-00, Specification for Carbon Structural Steel

ASTM A 82-01, Steel Wire, Plain, for Concrete Reinforcement

ASTM A 153-01 a. Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A 307-00, Carbon Steel Bolts and Studs, 60,000 psi Tensile

ASTM A 615-00, Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

ASTM A 641-98, Zinc-Coated (Galvanized) Carbon Steel Wire

ASTM A 706-00, Low-Alloy Steel Deformed Bars for Concrete Reinforcement

ASTM C 62-01, Building Bricl< (Solid Masonry Units Made from Clay or Shale)

ASTM C 90-01 a, Load-Bearing Concrete Masonry Units

ASTM C 143-90a, Standard Test Method for Slump of Hydraulic Cement Concrete

ASTM C 21 6-01 a, Facing Brick (Solid Masonry Units Made from Clay or Shale)

ASTM C 270-01 a. Mortar for Unit Masonry

ASTM C 476-01 , Grout for Reinforced and Non-reinforced Masonry

ASTM C 514-01, Nails for the Application of Gypsum Wallboard

ASTM C 652-01 a. Hollow Brick (Hollow Masonry Units Made from Clay or Shale)

ASTM C 926-98a, Application of Portland Cement Based Plaster

ANSI/AF&PA National Design Specification for Wood Construction, 2001 with 2001 Supplement.

AF&PA Span Tables for Joists and Rafters 1 993

APPENDIX

AAMA 506-00 Voluntary Specification for Hurricane Impact and Cycle Testing of Fenestration Products
AAIV1A/WDMA/CSA 101/I.S.2/A440-05 Standard/Specification for Windows, Doors and Unit Skyliglits
ANSI/AAMA/WDI\/1A/101/I.S.2/NAFS-02 Voluntary Performance Specification for Windows, Sl<yligiits, and Glass

Doors
ANSI/AF&PA WFCM-01 Wood Frame Construction Manual for One- and Two-Family Dwellings
ANSI/COS/PM 2001 Standard for Cold-Formed Steel Framing-Prescriptive Method for One- and Two-Family

Dwellings.
ASTM E 330-02 Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform

Static Air Pressure Difference
ASTM E 1300-02 Practice for Determining Load Resistance of Glass in Builldings
ASTM E 1886-02 Standard Test Method for Performance of Exterior Windows, Curtain Walls, Doors, and Storm

Shutters Impacted by Missile(s) and Exposed to Cyclic Pressure Differentials
ASTM E 1996-02 Standard Specification for Performance of Exterior Windows, Glazed Curtain Walls, Doors and

Storm Shutters Impacted by Windborne Debris in Hurricanes
International Building Code, 2003 Edition
International Residential Code, 2003 Edition
NWWDA I.S.7-87, Wood Skylights/Roof Windows

SBCCI SSTD 12-99 Standard for Determining Impact Resistance from Windborne Debris
TP1 1-2002 National Design Standard for Metal-Plate-Connected Wood Truss Construction

APPENDIX

APPENDIX B
CODE-PLUS GUIDANCE FOR IMPROVED PERFORMANCE IN HIGH WINDS

The following references are provided as code-plus guidelines that exceed minimum code requirements for improved
performance in high wind areas.

101.7.2 Code-Plus Guidance for Improved Performance in High Winds:

1. FEMA Hurricane Recovery Advisories [www.fema.gov/fima/mat/pdfs/fema489/FEMA489_ApndxD.pdf

a. RA No. 1 - Roof Underlayment for Asphalt Shingle Roofs

b. RA No. 2 - Asphalt Shingle Roofing for High-Wind Regions

c. RA No. 3 - Tile Roofing for Hurricane-Prone Areas

2. Fortified... for Safer Living™ Builders Guide [www.ibhs.org]

3. Blueprint for Safety [www.blueprintforsafety.org]

APPENDIX
APPENDIX C

THIS PAGE INTENTIONALLY LEFT BLANK

APPENDIX
APPENDIX D

THIS PAGE INTENTIONALLY LEFT BLANK

APPENDIX
APPENDIX E

THIS PAGE INTENTIONALLY LEFT BLANK

CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

102.1 BUILDING GEOMETRY

Number of Stories

Building Width (12 ft - 60 ft 1 story, 18 - 60, 2 story) W =

Building Length L =

Length to Width Ratio (L7W) \J\N ■■

Building Height (30 ft maximum eave ht) H =

Celling Height (10 ft maximum)

Roof Type (Gable or Hip)

Roof Pitch (2:12 - 7:12)

Roof Overhang at SIdewalls (4 ft maximum)

Ral<e Overhang at Gable Endwalls (12 In maximum)

105 NONRECTANGULAR BUILDINGS (Add Leg Dimensions)

Number of Stories

Building Width (12 ft - 60 ft 1 story, 18 - 60, 2 story) ., W =

Building Length L =

Length to Width Ratio (LM) L/W =

Building Height (30 ft maximum eave ht) H =

Ceiling Height (20 ft maximum)

Roof Type (Gable or Hip)

Roof Pitch (2:12-7:12)

Roof Overhang at Sidewalls (4 ft maximum)

Ral<e Overhang at Gable Endwalls (12 in maximum)

104.3 DESIGN WIND SPEED, mph Wind Speed =

1 02.2 FOUNDATION TYPE (Check appropriate type):

1 . Stemwall Foundation w/ Slab-On-Grade (3 ft high max)

2. Stemv\/all Foundation w/ Crawl Space (3 ft high max)

3. Monolithic Slab-On-Grade

4. Pile Foundation (requires engineering design)

302.1 FASTENERS AND CONNECTORS

Corrosion Protection for Fasteners and Connectors:

1 . Exposed to weather (stainless steel or hot dipped galv.)

2. Coastal area, salt air exposure (stainless steel or hot dipped galv.)

303 FOOTINGS AND FOUNDATIONS

303.1 MATERIALS

Concrete Masonry Units (ASTMC90orC 145, 1900 psi min.)

Clay Masonry Units (ASTMC62,C21 6, or C52, 4400 psimln.)

Mortar (Type M or S, ASTM C 270)

Grout (3/8 In max. aggregate, 8-1 1 In slump, 2000 psi or ASTM C 476)

Concrete (2500 psi minimum compressive strength)

Reinforcing Steel (Grade 40 minimum) ASTM A Grade_

Corrosion Protection for Metal Accessories (galvanized)

303.2 STEMWALL FOUNDATION (min. 20 in wide x 10 in thick, w/2 #5)
Fig. 303A 8x8 bond beam w/ 1 #5 @ floor level

Fig. 303B Vertical reinf: #5 @ 4 ft o.c, w/ 90° hook, 25 in lap

Clay brick and hollow emu (Fig. 303D1 , D2, and D3)

Floor anchorage: 2x6 sill w/ 5/8-ln anchor bolts spaced per 303.2.3

303.3 MONOLITHIC SLAB-ON-GRADE
Monolithic Slab-On-Grade- Exterior w/2 #5 (T=20 in, W=12 @ 1 story, W =16 @ 2 story)
Monolithic Slab-On-Grade- Interior w/2 #5 (T=W/2, W=12 @ 1 story, W =16 @ 2 story)
Wall anchorage: 2x sill w/ 5/8-in anchor bolts spaced per 303.3.2

303.4 WOOD PILES

Piles and girders designed by registered design professional

Structural loads/connections designed for Table 303G loads

__W

APPENDIX

CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

304 FLOOR SYSTEMS

304.1 CONCRETE FLOORS

Suspended Concrete Slabs (hollowcore per manuf. design)

Monolithic Slab-On-Grade (3 1/2 inch thick min., 8 in above finish grade, double WWF @ perimeter) .

Exterior non-loadbearing studs

Stud length =

Stud spacing =

Stud size =

Min. bending stress (Table 305B2), Fj, =

From Table 305A, required species = , grade =

Gable End Walls:

Full height studs (balloon framing) per Fig. 305J

Studs stop at top plate (platform framing) supported per Fig. 305K

Headers (sized per SBC 2308.3):

From Table 305C Unsupported wall height =

(Repeat for each header span) Stud spacing =

Header span =

No. of header studs supporting end of header =

No. of full-length studs each end of header =

Uplift connectors provided (Figs. 305D, 305E)

305.3 CONNECTIONS FOR EXTERIOR WALL FRAMING

Framing members connected per Appendix E plus Table 305F1 and 305F2:

Uplift load at sidewalls BIdg. width =

Stud spacing =

Roof, ceiling dead load =

Uplift load =

Uplift load at gable endwall Stud spacing =

Uplift load =

If wood structural panel sheathing used for uplift, go to 305.6

305.3.7 Top plate lap splice, wall supporting roof only

No. of 1 6d nails each side of joint (Table 305L1 ) =
No. of 1/2-inch bolts each side of joint (Table 305L2) =

304.2 WOOD FLOORS

Floor Joists (sized per AF&PA span tables)

Floor Trusses (designed per TPl spec)

Floor Sheathing (7/1 6-inch wood structural panel)

Floor sheathing spans (per Table 2307.6B of SBC)

Bracing (4 ft o.c. first two framing spaces each end of floor)

Uplift connectors where wall framing connected to floor

Sheathing fasteners (2306 SBC)

Floor Diaphragm requirements (Tables 304B1 and 304B2)

Shear capacities for diaphragm assemblies (Tables 304C1 and 304C2)

Diaphragm nailing requirements (Tables 304C1 and 304C2) and

305 WOOD-FRAMED WALL SYSTEMS

305.2 EXTERIOR WALL FRAMING

Exterior loadbearing studs:

Stud length =
Stud spacing =

Stud size = X

Min. bending stress (Table 305B1), F[j =

From Table 305A, required species = , grade =

APPENDIX
CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

305.4 EXTERIOR SHEARWALLS

Required shearwall capacity, Type I walls (Tables 305P1 and 305P2)

Required shearwall capacity, Type II walls (Tables 305P1 , 305P2, and 305P3)

Shear capacities for sheanwalls (Tables 305N1 and 305N2)

Shearwall attachment required (Tables 305N1 and 305N2) and

Maximum distance between sheanwalls =120ft =

Minimum sheanwall length = 30% of Its height =

Shearwall segments connected by drag strut (double top plate spliced in accordance with 305.3.7

Sheanwall openings: 12 inch max. dimension, 1 sq ft max. total

Double studs each end each shearo/all segment for Type I walls and at

each end of Type II walls

305.5 INTERIOR SHEARWALLS

When used parallel to endwalls, can decrease length/width ratio

L = distance between shearwalls New L7W =

Shearwall supported per Figures 305R1 - 305R4

305.6 WOOD STRUCTURAL PANEL SHEATHING USED FOR UPLIFT RESISTANCE

Used for uplift only:

Nailing pattern top and bottom 3/8-inch panel edges d@

Uplift capacity (Table 305S1) =
Req'd. uplift capacity (Table 305F1 , 305F2) =

305.7 HOLDDOWN CONNECTORS

Double stud and holddown each end each sheara/all segment

Holddown design load FOR 10' HIGH WALL = 10 x shear capacity from Tables 305P1 ,

305P2, and 305P3

Holddown design load FOR 8' HIGH WALL = 8 x shear capacity from Tables 305P1 ,

305P2,and 305P3

306 CEILING SYSTEMS

306.1 CEILING DIAPHRAGMS (req'd when endwall stops at ceiling)

Gypsum ceiling diaphragm (length 2x bidg width)

Gypsum ceiling diaphragm at endwall. Fig. 305K, 306H

Wood structural panel ceiling diaphragm. Table 306A, Fig. 306B

Wood structural panel ceiling diaphragm at endwall. Fig. 306C . .

Wood structural panel celling diaphragm at sidewall. Fig. 306D .
306.4 Ceiling diaphragm alternates (Tables 306E and 306G)

307 ROOF SYSTEMS

307.1 RAFTER-JOIST FRAMING SYSTEMS

Rafters: sized per AF&PA span tables (24 in. o.c. max.)

Ridge Board: 2x min. cut depth of rafter

Collar Beam: 1x6 every third rafter pair

Uplift connectors at rafter bearing (Table 307A) plus App. E fasteners

307.2 TRUSS FRAMING SYSTEMS

Truss design per TPI spec

Designs to indicate wind speed, height and uplift

Maximum truss spacing at 24 inches

Girder trusses designed as drag struts

Step-down hip system used for hip roof (Fig. 307C, Table 307B)

Uplift connectors at truss bearing (Table 307 A) plus lateral load (307.2.6)

Drag strut required capacity = strut span x diaphragm capacity in Tables 307H1 and 307H2

307.3 BRACING

Add blocking at 4 ft o.c. 1 st 2 framing spaces if no ceiling diaphragms

APPENDIX

CHECKLIST FOR BUILDINGS WITH WOOD-FRAMED EXTERIOR WALLS

307.4

ROOF SHEATHING (Fig. 307F, 307G)
15/32 Exposure 1 wood structural panel.
Typical fasteners: 8d ring-shank

307.5

308
308.1

308.2

ROOF DIAPHRAGM

Required Diaphragm capacity from Tables 307H1 and 307H2 Dia. capac. :

Roof diaphragm selected (from Tables 30401 and 304C2)

Diaphragm nailing requirements: 307.4.3 and Tables 304C1 and 304C2

OPEN STRUCTURES
GENERAL (type per 102.1(6))

Unenclosed attached (3 sides open)

Unenclosed portions of building (2 sides open) . . . ;

Open unattached (all sides open)

COLUMNS

Supporting unenclosed attached structures (Table 308B)

Structure width =

Column spacing :

Column size =

Minimum Ft, :

From Table 308A, req'd. species = , grade :

and

Supporting unenclosed portions of building (Table 308C)

From Table 308A, req'd. species =

Structure width :

Column spacing :

Column size =

Minimum F^, :

, grade =

Supporting open unattached structures (Table 308D)

From Table 308A, req'd. species =

Structure width :

Column spacing =

Column size :

Minimum F^ ■■

, grade :

308.3

COLUMN EMBEDMENT

Minimum column embedment from Table 308E Roof angle, degrees =

Backfill material =

Column size =

Minimum Embedment =

308.4

COLUMN CONNECTIONS

Provide uplift connectors per Table 308F plus App. E fasteners

Building width :

Column spacing :

Min. uplift load :

308.5

308.6

309

GIRDERS

Designed per SBC 2307.2 and AF&PA Wood Structural Design Data.

ROOF SYSTEM

Designed per 307

EXTERIOR WALL VENEERS

Install per SBC 1403

150

APPENDIX
CHECKLIST FOR BUILDINGS WITH MASONRY EXTERIOR WALLS

102.1 BUILDING GEOMETRY

Number of Stories

Building Width (12 ft - 60 ft 1 story, 18 - 60, 2 story) W =

Building Length L =

Length to Width Ratio (L/W) L/W =

Building Height (30 ft maximum save ht) H :

Ceiling Height (1 ft maximum)

Roof Type (Gable or Hip)

Roof Pitch (2:12 - 7:12)

Roof Overhang at Sidewalls (4 ft maximum)

Rake Overhang at Gable Endwalls (12 in maximum)

105 NONRECTANGULAR BUILDINGS (Add Leg Dimensions)

Number of Stories

Building Width (12 ft - 60 ft 1 story, 18 - 60, 2 story) W =

Building Length L =

Length to Width Ratio (L/W) L/W =

Building Height (30 ft maximum eave ht) H :

Ceiling Height (20 ft maximum)

Roof Type (Gable or Hip)

Roof Pitch (2:12 - 7:12)

Roof Overhang at Sidewalls (4 ft maximum)

Rake Overhang at Gable Endwalls (1 2 in maximum)

104.3 DESIGN WIND SPEED, mph Wind Speed :

1 02.2 FOUNDATION TYPE (Check appropriate type) :

1 . Stemwall Foundation w/ Slab-On-Grade (3 ft high max)

2. Stemwall Foundation w/ Crawl Space (3 ft high max)

3. Monolithic Slab-On-Grade

4. Pile Foundation (requires engineering design)

202.1 MATERIALS

Concrete Masonry Units (ASTM C 90, 1900 psi min. Type M or S mortar,

2150 psi min. Type N mortar)

Clay Masonry Units (ASTM C 62, C 216 or C 652 H40V, 4400 psi min. Type M

or S mortar, 5500 psi min. Type N mortar) minimum 6 in. thick

Mortar (Type M, S, or N, ASTM C 270)

Grout (3/8 in max. aggregate, 8-1 1 in slump, 2000 psi in accordance with

ASTM C 1019, or in accordance with ASTM C 476)

Concrete (2500 psi minimum compressive strength)

Reinforcing Steel (Grade 40 minimum) ASTM A Grade_

Corrosion Protection for Metal Accessories (galvanized)

Corrosion Protection for Fasteners and Connectors

1 . Exposed to weather (stainless steel or hot dipped galv.)

2. Coastal area, salt air exposure (stainless steel or hot dipped galv.)

203 FOOTINGS AND FOUNDATIONS

Table203A Stemwall Footing w/2#5 T W.

Monolithic Slab-On-Grade— Exterior w/2 #5

Monolithic Slab-On-Grade— Interior w/2 #5 T W.

203.3 Footing Dowels to Match Wall Reinforcement with 90° hook, 5 inch or 6 inch min

embedment, and 25 inch lap at: T W .

1 . Building corners

2. Each side of openings more than 6 ft wide

3. Ends of each shear wall segment

4. Other required vertical wall reinforcement of buildings located in 11 mph zone ...

5. Other required vertical wall reinforcement in walls of buildings wider than 40 ft

located in 100 mph zone

6. Required vertical reinforcement in exterior walls where aggregate area of openings
exceeds 25% of wall area

APPENDIX

CHECKLIST FOR BUILDINGS WITH MASONRY EXTERIOR WALLS

204 FLOOR SYSTEMS

204.1 Suspended Concrete Slabs (hollowcore per manuf. design)

204.2 Monolithic Slab-On-Grade (3 1/2 inch thick min., no reinforcement req'd) .

204.3 WOOD FRAME

Floor Joists (sized per AF&PA span tables)

Floor Trusses (designed per TPI spec)

Floor Sheathing (7/16-Inch wood structural panels)

Floor sheathing spans (per Table 2307.6B of SBC)

Bracing (4 ft o.c. first two framing spaces each end of floor)

Sheathing fasteners (2306 SBC)

Connection to Masonry Wall (Table 204E1 and Figure 204F1)

(optional stemwall connection per Figure 203D)

Floor Diaphragm (check capacity with Tables 204G and 204H)

Shear capacities of diaphragm assemblies (Tables 304C1 and 304C2)
connection to ICF Wall (Table 204E2 and Figures 204F2, 204F3,
204F4, 204F5, and 204F6

205 MASONRY WALLS

206.1 6-inch Thick (1-story w/ 10 ft max. cig. ht. or top story w/ 8 ft max. cig. ht).
8-inch Thick (All others):

205.2 BOND (TIE) BEAMS (at top, each floor and gable): .

Table 205C 6-in walls: 6x8 high masonry or cip concrete . .

Table 205D 6x1 2 high masonry or cip concrete .

6x 16 high masonry or cip concrete
8-in walls: 8x8 high masonry or cip concrete . .

8x1 2 high masonry or cip concrete .

8x1 6 high masonry or cip concrete .

207.6.1(3) Approved Precast Bond Beam

205.3 VERTICAL REINFORCEMENT

One #5 each corner

One #5 each side of openings wider than 12 inches for concrete walls

One #5 each side of openings wider than 6 ft for masonry walls

Two #5 or one #7 (openings wider than 12 ft in 1 10 mph zone)

Two #5 or one #7 (openings wider than 12 ft, bidgs wider than 40 ft in 100 mph zone)

One #5 where girders or girder trusses bear on masonry walls

Wall Spacing per Tables 205C and 205D

Shear Wall Spacing per 205.5.5

205.4 CONTINUOUS MASONRY GABLE

Rake Beam: cip concrete, 4-in high min. w/ 1 #5

2x nailer bolted to rake beam, spaced in accordance with 205E

Alternate: Ceiling diaphragm per 207

205.5 EXTERIOR SHEARWALLS

Required sheara/all length at endwalls (Table 205H)

Required shearwall length at sidewalls (Table 205J)

Maximum distance between sheanwalls = 2.5 x bidg. width 2.5W =

Minimum sheanwall length = 2 ft or 4 ft per 205.5.1

Sum of sheanwall segments per 205.5.2

Shearwall segments connected by bond beam

Shearo/all openings: 5 in. for piers and 12 in. above and below piers max. dimension,

1 44 in2 max

Sheanwali reinforcing per 205.5.1

205.6 INTERIOR SHEARWALLS

When used, can decrease length/width ratio New L/W =

Interior bond beam full width of building

Top of sheanwall supported per Figure 207H

205.7 CONTINUITY OF VERTICAL WALL REINFORCEMENT

Minimum lap splices: #5 to #5 = 25 inches

#7 to #7 = 35 inches

One #5 to one #7 = 25 inches

two #5 to one #7 = 35 inches

Standard hook embedded 6 inches into bond beam : 1 0-in leg for #5

1 4-in leg for #7

APPENDIX

CHECKLIST FOR BUILDINGS WITH MASONRY EXTERIOR WALLS

205.8 ASSEMBLIES AND BEAMS SPANNING OPENINGS

Pre-engineered assemblies for masonry walls:

Extend 4 inches past each side of opening

Precast— bottom story and top story of 2 story, Table 205P1

Precast— bottom story of 2 story, second and bottom story of three-story building w/wood floor.

Table 205P2

Precast— bottom story of 2 story, second and bottom story of three-story building w/hollowcore

floor. Table 205P3

Continuous Bond Beam Acting as Lintel:

1 story and top story of 2 story, Table 205R1

Bottom story of 2 story, second and bottom story of three-story building w/wood floor.

Table 205R2

Bottom story of 2 story, second and bottom story of three-story building w/hollowcore floor.

Table 205R3

Bond Beam Combined with Lintel:

1 story and top story of 2 story. Table 205S1

Bottom story of 2 story, second and bottom story of three-story building wAwood floor,

Table205S2

206 INSULATED CONCRETE FORM (ICF) WALL SYSTEMS

207 CEILING SYSTEMS

207.1 Ceiling Diaphragms (req'd. when endwall stops at ceiling)

207.3 Gypsum ceiling diaphragm at sidewall. Fig. 207C

Gypsum ceiling diaphragm at endwal/. Fig. 207D, 207E

Wood structural panel ceiling diaphragm. Table 207F, Fig. 207G .

Wood structural panel ceiling diaphragm at sidewall. Fig. 2071 . . .

208 ROOF SYSTEMS

208. 1 RAFTER-JOIST FRAMING SYSTEMS

Rafters: sized per AF&PA span tables (24 in o.c. max.)

Ridge Board: 2x min. cut depth of rafter

Collar Beam: 1x6 every third rafter pair

208.2 TRUSS FRAMING SYSTEMS

Truss design per TPI spec

Designs to Indicate wind speed, height and uplift

Maximum truss spacing at 24 inches

Girder trusses designed as drag struts

Step-down hip system used for hip roof (Fig. 208K)

208.3 ROOF SHEATHING

15/32 Exposure 1 wood structural panel

Typical fasteners: 8d ring shank

APPENDIX

208.4 BRACING

Add blocking at 4 ft o.c. 1st 2 framing spaces if no ceiling diaphragms

208.5 ROOF DIAPHRAGIVI

Required diaphragm capacity from Tables 208C and 208D

Roof diaphragm selected (Tables 304C1 and 304C2)

Diaphragm nailing requirements (208.3.3, Tables 304C1 and 304C2)

208.6 CONNECTIONS FOR WOOD ROOF SYSTEMS

Sidewall, Truss/Rafter to Bond Beam:

Connectors rated for uplift (Table 208E)

Connectors rated for lateral load (208.6.1 (2) )

Sidewall, Bolted Top Plate Alternate:

Bolt, washer, nut, top plate material per 208.6.2(1)

Bolt spacing (24 in @ 90 mph, 21 in @ 100 mph, 18 in. @ 110 mph)

9/16 inch max. dia. bolt hole in top plate

Bolts 6 in. max. each side of plate splice

Bolts 12 in. max. from end of plate

Truss rafters fastened to top plate w/rated connector per 207.6.1

Continuous Gable Endwails:

Pressure treated 2x nailer bolted to rake beam w/ 1/2-in anchor bolt spaced per Table 205E

Gable Truss Endwails (permitted only where cig. diaphragm needed)

Shear connector rated for diaphragm capacity in Table 208D times connector spacing (feet)

OR 2x wood plate bolted to bond beam (1/2-in dia. @ 4 ft o.c.)

Wood Framed Gable Endwails: Refer to 403

Hip Roof Trusses at Endwails: Modify sidewall details using Table 208J

Interior Shearwall to Roof: Similar to endwails (Fig. 208H)

209 OPEN STRUCTURES
209.1 GENERAL

Foundations: Same as 1 story building of same size

Common Wall: #5 infilled cell at juncture

Bond Beams/Lintels: Rated for loads of Tables 209A, 209C, 209E

or from 205.8, Beams Spanning Openings

Columns (max. 1 ft high to top of bond beam) H =

Corner Columns: Size = X

Vert. Reint. (4 #3 for 8x8, 4 #5 all others) #

Standard hooks, column to foundation #

Standard hooks, column to bond beam #

Column ties # @

Intermediate Columns Size = # X @.

Vert. Reinf. (4 #3 for 8x8, 4 #5 all others) #

Standard hooks, column to foundation #

Standard hooks, column to bond beam #

Column ties # @

21 EXTERIOR WALL VENEERS

210.1 STUCCO (per ASTM C 926)

210.2 BRICK VENEER (metal ties per Table 201 OA)

Baalonarfc Inc:
ConstnietiOn BooMb

(800^642-1288
www.bookinarki.com

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Full text of "ICC HURRICANE (2005): Guidelines for Hurricane Resistant Residential Construction"

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